Design of diaphragm and sheet pile walls. D-Sheet Piling. User Manual

Transcription

1 Design of diaphragm and sheet pile walls D-Sheet Piling User Manual

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3 D-SHEET PILING Design of diaphragm and sheet pile walls User Manual Version: 16.1 Revision: February 2016

4 D-SHEET PILING, User Manual Published and printed by: Deltares Boussinesqweg HV Delft P.O MH Delft The Netherlands telephone: fax: info@deltares.nl www: For sales contact: telephone: fax: sales@deltaressystems.nl www: For support contact: telephone: fax: support@deltaressystems.nl www: Copyright 2016 Deltares All rights reserved. No part of this document may be reproduced in any form by print, photo print, photo copy, microfilm or any other means, without written permission from the publisher: Deltares.

5 Contents Contents 1 General Information Preface Features in Standard module Sheet Piling Anchors and Struts Soil Loads and Supports Staged Construction Design Procedures Results Features in Additional modules Culmann module Eurocode 7 Verification module Single Pile module Plastic module Feasibility module Settlement by vibration module History Limitations Minimum System Requirements Definitions of Symbols and Symbols Getting Help Getting Support Deltares Deltares Systems Rijkswaterstaat On-line software (Citrix) Getting Started Starting D-SHEET PILING Main Window Menu bar Icon bar Input Diagram window Stage Composer Info bar Title panel Status bar Files Tips and Tricks Keyboard shortcuts Exporting figures and reports Copying part of a table General File menu Tools menu Program Options Profiles Library Help menu Error Messages Manual Deltares iii

6 D-SHEET PILING, User Manual Deltares Systems Website Support About D-SHEET PILING Input Project menu Model User Defined Partial Factors Eurocode 7 General Eurocode 7 Dutch Annex Eurocode 7 Belgian Annex CUR Project Properties View Input File Construction menu Sheet Piling Sheet Piling Elastic Calculation Sheet Piling Plastic Calculation Combined wall wizard Profiles Library Profiles Library from manufacturers/distributors User Defined Profiles Library Single Pile Single Pile Elastic Calculation Single Pile Plastic Calculation Diaphragm Wall Soil menu Surfaces Soil Materials for Sheet Piling General Earth pressure coefficients Curve Settings Modulus of subgrade reaction Settlement by vibration coefficients Soil Materials for Single Pile Soil Materials for Single pile loaded by forces Soil Materials for Single pile loaded by user-defined soil displacements Soil Materials for Single pile loaded by calculated soil displacements Soil Profiles Adding Soil Profiles Manually Adding Soil Profiles from CPT CPT Selection Adding Soil Profiles from CPT CPT Interpretation Water Levels Water Properties Loads menu Uniform Loads Surcharge Loads Horizontal Line Loads / Horizontal Forces Moments Normal Forces Soil Displacements Supports menu iv Deltares

7 Contents Anchors Struts Spring Supports Rigid supports Stages menu Stages Manager Stage(s) Overview Stages Overview for Sheet Piling Stage Overview for Single Pile Calculations Calculation Options Possibilities and limitations of the option First stage represents initial situation Coarse vs. Fine calculation Start Calculation for Sheet Piling Standard Calculation Fictive Earth Pressure Coefficients Calculation Progress Design Sheet Piling Length Design Sheet Piling Length (standard) Design Sheet Piling Length acc. to Eurocode 7 (General) Design Sheet Piling Length acc. to CUR and Eurocode 7 (NL Annex) Design Sheet Piling Length acc. to Eurocode 7 (Belgian Annex) Verify Sheet Piling Verify Sheet Piling acc. to Eurocode 7 (General) Verify Sheet Piling acc. to CUR and Eurocode 7 (NL Annex) Verify Sheet Piling acc. to Eurocode 7 (Belgian Annex) Allowable Anchor Force Verification Anchor Force Allowable Anchor Force Results Diagram Overall Stability Overall Stability acc. to Eurocode 7 (General) Overall Stability acc. to Eurocode 7 (NL Annex) Overall Stability acc. to CUR Overall Stability acc. to Eurocode 7 (Belgian Annex) Start Calculation for Single Pile Batch Calculation Error Messages View Results Report Selection Report Report for a standard calculation Report for a Verify Sheet Piling calculation acc. CUR and EC7 NL Report for a Verify Sheet Piling calculation acc. EC7 General and EC7 B Moments, Forces and Displacements Charts Charts for a Standard calculation Charts for a Verify Sheet Piling calculation acc. CUR and EC7 NL Charts for a Verify Sheet Piling calculation acc. EC7 General and EC7 B Stress Charts Stress Diagrams Deltares v

8 D-SHEET PILING, User Manual 6.6 Settlement by Vibration Charts Settlements during installation of the sheet piling Settlements during removal of the sheet piling Total settlement Slide Planes C, Phi, Delta Calculation Feasibility Settlement by vibration Sheet Pile Installation Sheet Pile Installation based on NVAF lines Sheet Pile Installation based on GeoBrain Experiences GeoBrain Drivability Prediction GeoBrain Prediction Menu bar GeoBrain Prediction Geotechnics menu GeoBrain Prediction Sheet pile menu GeoBrain Prediction Installation menu GeoBrain Prediction Result menu GeoBrain Prediction Prediction Report GeoBrain Drivability Experiences GeoBrain Experiences Search on Sheet Piling GeoBrain Experiences Search on CPT GeoBrain Experiences Search on Location Tutorial 1: Excavation using K a, K 0 and K p Introduction to the case Project Model Project Properties Construction Soil Surfaces Soil Materials Soil Profiles Water Levels Water Properties Loads and Supports Stages Calculation Calculation Options Start Calculation Results Moment/Force/Displacement Charts Stress Charts Stress Diagrams Conclusion Tutorial 2: Excavation using c, phi and delta Introduction to the case Changing the Model Soil profile deduced from a CPT file Soil Profile from importation of a CPT-GEF file Soil Materials Non-horizontal surface Input for vertical balance check vi Deltares

9 Contents 9.6 Calculation Results Moment/Force/Displacement Charts Report Selection Report Conclusion Tutorial 3: Staged excavation with pre-stressed anchor Introduction to the case Surfaces Water Levels Anchors Staged Construction Stages Manager Stages Overview Calculation and Results Moment/Force/Displacement Charts Report Conclusion Tutorial 4: Applying loads Introduction to the case Inputting Loads Surcharge Loads Horizontal Line Loads Using Surcharge Loads Results Conclusion Tutorial 5: Design of required sheet piling length Introduction to the case Design Sheet Piling Length Conclusion Tutorial 6: Submerged construction of concrete floor Introduction to the case Modeling an underwater concrete floor General input Soil Materials Soil Profiles Water Levels Water Properties Uniform Loads Anchors Stages implementation Calculation and results Conclusion Tutorial 7: Design code checking acc. CUR Introduction to the case Model Soil Materials Temporary surcharge Sheet Piling Partial factors and level variations acc. to CUR Deltares vii

10 D-SHEET PILING, User Manual 14.7 Determine the minimum length (Steps 5 and 6 of the CUR 166 design procedure) Verify the modified sheet piling length according to CUR 166 design procedure, method A Verification Calculation (Method A) Verification Report Verification Charts Stability Verification Verify the modified sheet piling length according to CUR 166 design procedure, method B Verification Calculation (Method B) Verification Report Comparison between Methods A and B Conclusion Tutorial 8: Verify anchor stability (Kranz method) Introduction to the case Allowable anchor force Conclusion Tutorial 9: Modeling of combi-walls Introduction to the case General input Combined Wall Soil Results Conclusion Tutorial 10: Non-hydrostatic pore pressure distribution Introduction to the case Additional pore pressure General input Model Sheet Piling Soil Surfaces Soil Materials Soil Profiles Water Levels Water Properties Struts Stages Overview Water pressure results Conclusion Tutorial 11: Modeling of loads with limited dimensions Introduction to the case General input Modeling of load with limited size parallel to the sheet piling Results Conclusion Tutorial 12: Prediction of feasibility using experience data Introduction to the case Changing input Sheet Piling Surcharge load viii Deltares

11 Contents Soil profile deduced from a CPT file New calculation Sheet Pile Installation Sheet Pile Installation based on GeoBrain Experiences Sheet Pile Installation based on NVAF Lines GeoBrain Drivability Prediction GeoBrain Drivability Prediction First prediction GeoBrain Drivability Prediction Second prediction GeoBrain Drivability Experiences GeoBrain Experiences Search on Sheet Piling GeoBrain Experiences Search on CPT GeoBrain Experiences Search on Location Conclusion Tutorial 13: Horizontally loaded pile (mooring post) Introduction to the case Pile loaded by forces Soil Profile Horizontal Force Results Conclusion Tutorial 14: Horizontal pile deformation caused by embankment Introduction to the case Pile loaded by soil displacements Soil input Surcharge Load Rigid Support Results Conclusion Tutorial 15: Design code checking acc. to EuroCode Introduction to the case Introduction to Eurocode Partial factors according to Eurocode Determine the minimum length using partial factors from Eurocode Design Approach 1 set Design Approach 1 set Design Approach Design Approach Results overview Design calculation using Verify Sheet Piling Verification calculation Results overview Charts Conclusion Tutorial 16: Prediction of surface settlements during sheet pile installation Introduction to the case Model Sheet Piling Soil Materials Calculation Results Conclusion Deltares ix

12 D-SHEET PILING, User Manual 24 Tutorial 17: Design length of a synthetic wall Introduction to the case Design at long term (Tutorial-17a) Project Synthetic wall with wooden piles Soil Surfaces Soil Materials Soil Profiles Water Levels Model selection Calculation Results Manual design of the wall length Design at short term (Tutorial-17b) Adapting the properties of the wall Adding a uniform load Results Conclusion Tutorial 18: Modeling of synthetic wall with anchorage Introduction to the case Design at long term (Tutorial-18a) Project Synthetic wall with wooden piles Soil Surfaces Soil Materials Soil Profiles Anchor Calculation Results Design at short term (Tutorial-18b) Adapting the properties of the wall Adding a uniform load Results Conclusion Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour Introduction to the case Pile loaded by user defined soil displacements Pile Soil input Spring Support Rigid Support Soil Displacements Results Conclusion Governing Equation Lateral Earth Pressure Ratio At rest earth pressure coefficient Passive and active earth pressures coefficients Culmann x Deltares

13 Contents Müller-Breslau (straight slip surface) Kötter (curved slip surfaces) Surcharge according to Boussinesq Soil Strength and Stiffness Strength Stiffness Construction Stages CPT Interpretation CPT Filtering Method CPT Interpretation Rules CPT interpretation acc. CUR CPT interpretation acc. NEN CPT interpretation for Feasibility module Soil Materials Properties General soil properties acc. NEN Secant moduli of subgrade reaction acc. CUR Allowable Anchor Force Short anchorage Long anchor Overall Stability Vertical Force Balance The CUR 166 step-by-step design procedure Semi-probabilistic approach Support of the CUR 166 step-by-step procedure by D-SHEET PILING Partial Safety Factors Partial safety factors On all stages (method A) or one stage (method B) Partial safety factors and Geometry modifications Design according to Eurocode General Eurocode 7 (EN ) General EC 7 Design approaches General EC 7 Partial factors General EC 7 Geometrical data General EC 7 Determination of earth pressures General EC 7 Overall Stability Dutch Annex of the Eurocode 7 (NEN-EN /NB) Dutch Annex EC 7 Reliability Classes Dutch Annex EC 7 Step-by-step procedure Dutch Annex EC 7 Partial factors and Geometry modifications Dutch Annex EC 7 Overall Stability Belgian Annex of the Eurocode 7 (NBN-EN ANB) Belgian Annex EC 7 Limit States Belgian Annex EC 7 Partial factors Belgian Annex EC 7 Geometrical data Belgian Annex EC 7 Determination of earth pressures Belgian Annex EC 7 Overall Stability Initial Stage 391 Deltares xi

14 D-SHEET PILING, User Manual 37 Analysis of Single Piles Loading by soil deformations Calculation of the soil displacements using the De Leeuw method Determination of the displacements, moments and forces in the pile Loading by forces and moments Brinch-Hansen Ménard Special Cases Combination with piles Acting width Modified soil reaction Surcharge with limited size parallel to the sheet piling Simple load (constant dimensions in both directions) Complex load Modeling concrete under water Difference in pressure heads on both sides of the sheet pile wall Stiffness of particular sheet pile walls Contiguous bored-pile wall Secant bored-pile wall Pile walls with reinforced concrete piles Settlements by vibration Model description Parameters Benchmarks 411 Bibliography 413 xii Deltares

15 List of Figures List of Figures 1.1 D-SHEET PILING Options Stress-Strain Relationship for Anchors Soil Stress versus Displacement Hydrostatic pressure with additional pore pressures (in excess) Deltares Systems website ( Support window, Problem Description tab Send Support window Modules window D-SHEET PILING main window D-SHEET PILING menu bar D-SHEET PILING icon bar Input Diagram window Stage Composer Pop-up menu Selection of different parts of a table using the arrow cursor Program Options window, View tab Program Options window, General tab Program Options window, Locations tab Program Options window, Language tab Program Options window, Modules tab Error Messages window Model window User Defined Partial Factors window, EC7 General tab User Defined Partial Factors window, EC7 NL tab User Defined Partial Factors window, EC7 B tab User Defined Partial Factors window, CUR tab Project Properties window, Identification tab Project Properties window, Diagram Settings tab Project Properties window, Chart Settings tab Sheet Piling window for Elastic calculation Sheet Piling window for Plastic calculation Moment-Curvature Diagram (M-N-Kappa) window for a plastic sheet piling calculation (2 branches) Moment-Curvature relationship using 2 branches Design Combined Wall window Sheet Piling window, Result of using the combined wall wizard (per center-tocenter distance) Sheet Piling Profiles Library window, Hot rolled sheet piles tab Sheet Piling Profiles Library window, Cold formed sheet piles tab Sheet Piling Profiles Library window, Synthetic sheet piles tab Sheet Piling Profiles Library window, Combined sheet piles tab Sheet Piling Profiles Library window, Piles tab Sheet Piling Profiles Library window, User defined piles tab Piles library, Add Pile to user defined Pile window for Elastic calculation Pile window for Plastic calculation Moment-Curvature Diagram (M-N-Kappa) window for a plastic pile calculation (4 branches) Moment-Curvature relationship using 4 branches Diaphragm Wall window Deltares xiii

16 D-SHEET PILING, User Manual 4.27 Moment-Curvature Diagram (M-N-Kappa) window for a diaphragm wall calculation Surfaces window Soil Materials window for the K a, K 0, K p soil parameters or Mixed models Soil Materials window for the c, ϕ, δ soil parameters model Soil Materials window, General sub-window Soil Materials window, Earth pressure coefficients sub-window Curve Settings (for all Materials) window Soil Materials window, Modulus of subgrade reaction Secant sub-window Secant definition of stress-displacement diagram (CUR 166) CUR 166 (Table 3.3) window Soil Materials window, Modulus of subgrade reaction Tangent (D-Sheet Piling Classic) sub-window Tangent definition of stress-displacement diagram (D-Sheet Piling classic) Soil Materials window, Settlement by vibration sub-window Soil Materials window for Single Pile loaded by forces Soil Materials window, Modulus of subgrade reaction sub-window (Pile loaded by forces) Soil Materials window for Single pile loaded by user-defined soil displacements Soil Materials window for Single pile loaded by calculated soil displacements Soil Profiles window showing empty profile Soil Profiles window Select CPT window Select CPT for D-Sheet Piling window Select CPT for D-Sheet Piling window after zoom in CPTip window Soil Profiles window after importing a CPT CPT window Water Levels window Water Properties window Uniform Loads window Distribution of uniform load Surcharge Loads window Distribution of surcharges according to the inputted values of Figure Horizontal Line Loads window (Sheet piling model) Horizontal Forces window (Single pile model) Example of a positive horizontal line load Moments window Example of a positive moment Normal Forces window Soil Displacements window Anchors window Stress-strain diagram for an anchor Struts window Stress-strain diagram for a strut Spring Supports window Rigid Supports window Stages Manager window Stages Overview window for Sheet Piling model Stage Overview window for Single Pile model Calculation Options window Start Calculation window, Standard tab Fictive Earth Pressure Coefficients window xiv Deltares

17 List of Figures 5.4 Calculation Progress window Start Calculation window, Design Sheet Piling Length tab Design using representative values EC7 General Start Calculation window, Design Sheet Piling Length tab - Output Start Calculation window, Design Sheet Piling Length tab EC7 NL / CUR Start Calculation window, Design Sheet Piling Length EC7 B Start Calculation window, Verify Sheet Piling tab EC7 General Start Calculation window, Verify Sheet Piling tab for EC7 NL and CUR methods with Partial factors in all stages (method A) Start Calculation window, Verify Sheet Piling tab for EC7 NL and CUR methods with Partial factors in verified stage only (method B) Start Calculation window, Verify Sheet Piling tab - EC7 B Start Calculation window, Allowable Anchor Force tab Start Calculation window, Allowable Anchor Force tab showing results Allowable Anchor Force Results Diagram window Start Calculation window, Overall Stability tab Start Calculation window, Overall Stability tab - EC7 General Start Calculation window, Overall Stability tab - EC7 NL Start Calculation window, Overall Stability tab - CUR Start Calculation window, Overall Stability tab - EC7 B Overall Stability Diagram window Run window Start Batch Calculation window Error Messages window Report Selection window Report window, Summary section Report window, Input Data Left/Right section for K a, K 0, K p method Report window, Input Data Left/Right section for Culmann method Report window, Soil Collapse section Report window, Vertical Force Balance section Report window, Anchors/Struts section Report window, Settlement by Vibration - Surface settlement section Report window, Settlement by Vibration - Settlement in requested point section Report window, Summary section for a CUR or EC7 NL verification Report window, Summary section for a EC7-General verification Moment/Force/Displacement Charts window Chart Data window Moment/Force/Displacement Charts window for a CUR verification Moment/Force/Displacement Charts window for a EuroCode verification Chart Data window Stress State Charts window Chart Data window Stress Diagrams window Settlements by Vibration Charts window, During installation Settlements by Vibration Charts window, During removal Settlements by Vibration Charts window, Total settlement Active Planes Diagram window Positions Vibration Settlement window Options under Feasibility menu Calculation progress window during Settlement by vibration calculation textite-consult Sheet Pile Installation window, Show NVAF lines option Deltares xv

18 D-SHEET PILING, User Manual 7.5 Experience lines NVAF drop-down menu E-consult Sheet Pile Installation window, Show Experiences option Region drop-down menu GeoBrain Prediction window, First page GeoBrain Prediction window, Menu bar GeoBrain Prediction window, Geotechnics menu GeoBrain Prediction window, Sheet pile menu GeoBrain Prediction window, Installation menu for the three methods of driving (Vibrate, Drive and Pressing) GeoBrain Prediction window, Result menu GeoBrain Prediction window, Report menu Prediction Report window, Results prediction section GeoBrain Experiences window GeoBrain Experiences window, Type of similarity between the soil profile of the GeoBrain database and the soil profile of the D-SHEET PILING project GeoBrain Experiences window, search on Sheet Piling GeoBrain Experiences window, Detailed information on the selected project Detailed view of the Refine Query GeoBrain Experiences window, Search on Sheet Piling GeoBrain Experiences window, Search on CPT GeoBrain Experiences window, Search on Location View the total per area View individual experiences GeoBrain Experiences window, search on Location Single stage excavation (tutorial 1) Input Diagram window Model window Project Properties window, Identification tab Sheet Piling Profiles Library window Sheet Piling window Surfaces window Stage Composer window Input Diagram with excavation level applied on the left hand side Empty Soil Materials window Soil Materials window, General sub-window Soil Materials window, Earth pressure coefficients sub-window Curve Settings (for all Materials) window Soil Materials window, Modulus of subgrade reaction Tangent (D-Sheet Piling Classic) Soil Materials window Soil Profiles window Input Diagram window confirming the entered soil profile Water Levels window Input Diagram confirming the entered water level Calculation Options window Start Calculation window, Standard tab to perform a standard calculation Calculation Progress window Moment/Force/Displacement Charts window Chart Data window Stress State Charts window Effective Stress Diagram window Single stage excavation with a non-horizontal surface (Tutorial 2) CPT data s (Tutorial 2) xvi Deltares

19 List of Figures 9.3 Model window Select CPT window Open window CPTip window Soil Profiles window after importation of the CPT 01 file Input Diagram window with new soil profile from CPT Soil Materials window using the c, phi, delta model Curve Settings window Soil Materials window with Secant moduli of subgrade reaction Surfaces window with a non-horizontal surface Input Diagram window showing a non-horizontal surface Sheet Piling window showing additional parameters for the vertical balance check Standard calculation using c, phi, delta model Calculation Progress window Moment/Force/Displacement Charts window Moment/Force/Displacement Charts window Report Selection window Report window, Summary section Report window showing vertical force balance check results Final situation after excavation, installation of an anchor and lowering of the water level (tutorial 3) Excavation stages shown separately (tutorial 3) Surfaces window Water Levels window Anchors window Stages Manager window Stages Overview window Moment/Force/Displacement Charts window for the second stage Moment/Force/Displacement Charts window for the third stage Moment/Force/Displacement Charts window for the third stage with a new sheet piling profile Report window, Summary section Surcharge load and horizontal line load in the last stage (tutorial 4) Surcharge Loads window Horizontal Line Loads window Stages Overview window showing input for the fourth stage Input Diagram window for the fourth stage Moment/Force/Displacement Charts window showing the effect the applied loads Single stage excavation as in tutorial 1 (tutorial 5) Start Calculation window, Design Sheet Pile Length tab Start Calculation window, Design Sheet Piling Length tab, design calculation results Sheet Piling window Output report showing the mobilized resistance Final situation after construction (tutorial 6) Overview of the construction stages (tutorial 6) Modeling concrete below the natural water level Soil Surfaces window Soil Profiles window, Soil profile before construction Deltares xvii

20 D-SHEET PILING, User Manual 13.6 Soil Profiles window, Soil profile with concrete on the left side and additional pore pressures Water Properties window Uniform Loads window Anchors window Stages Overview window Input Diagram window for the last stage Stress State Charts window showing compression caused by the concrete floor Moment/Force/Displacement Charts window for the last stage Construction stages (tutorial 7) CUR 166 (Table 3.3) window Soil Materials window Surcharge Loads window Stages Overview window User Defined Partial Factors window, CUR tab Start Calculation window, Design Sheet Piling Length tab Start Calculation window, Design Sheet Piling Length tab: Results from 20 m down to 12 m Start Calculation window, Design Sheet Piling Length tab: Results from 14 m down to 13 m Start Calculation window, Verify Sheet Piling tab Report window, Summary section Moment/Force/Displacement Charts window for the last stage CUR Step 6.3 window Report window, Overall Stability for the final stage Start Calculation window, Verify Sheet Piling tab (Tutorial-7b) Report window, Summary section (Tutorial-7b) Excavation showing anchor to be checked (tutorial 8) Start Calculation window, Allowable Anchor Force tab Allowable Anchor Force Results Diagram window One stage excavation with a combined wall Combined wall example: dimensions and soil profile Design Combined Wall window Sheet Piling window Soil Materials window for Sand Report window, Sheet Piling Properties section Report window, Modulus of Subgrade Reaction paragraph Moment/Force/Displacement Chart window Pit excavation with water flow under the sheet pile wall (tutorial 10) Water pressures distribution on both sides of sheet piling Soil Profiles window with additional pore pressures on left side Soil Profiles window with additional pore pressures on right side Struts window Stress State Charts window Chart Data window, Water Pressure Left tab Moment/Force/Displacement Charts window including the effects of the additional pore pressures Modeling a load with limited size parallel to the sheet piling (tutorial 11) Surcharge Loads window Stages Overview window xviii Deltares

21 List of Figures 18.4 Moment/Force/Displacement Charts window, Results for the final stage Moment/Force/Displacement Charts window, Results for the final stage with a new sheet piling profile CPT data s (Tutorial 12) Sheet Piling window CPTip window Soil Profiles window after importation of the CPT 02 file Input Diagram window with new soil profile from CPT E-consult Sheet Pile Installation window showing GeoBrain Experiences E-consult Sheet Pile Installation window showing NVAF lines GeoBrain Prediction window, First page GeoBrain Prediction window, Introduction GeoBrain Prediction window, Geotechnics menu GeoBrain Prediction window, Sheet pile menu GeoBrain Prediction window, Installation menu GeoBrain Prediction window, Result menu (first prediction) GeoBrain Prediction window, Result menu (second prediction) Prediction Report window GeoBrain Experiences window, First page GeoBrain Experiences window, Search on Sheet piling GeoBrain Experiences window, Search on Sheet piling after refinement GeoBrain Experiences window, Detailed information on a project GeoBrain Experiences window, First page GeoBrain Experiences window, Search on CPT GeoBrain Experiences window, Search on Location GeoBrain Experiences window, Search on Location after zoom Pile (mooring post) loaded horizontally (by a ship) Tutorial Model window Pile window Soil Materials window Soil Profiles window Horizontal Forces window Moment/Force/Displacement Charts window Horizontal pile loaded by (calculated) soil deformations caused by embankment raise (tutorial 14) Model window Soil Materials window Surcharge Loads window Rigid Supports window Input Diagram window Moment/Force/Displacement Charts window Report window showing the calculated soil displacements Construction stages (tutorial 15) User Defined Partial Factors window, EC7 General tab Start Calculation window, Design Sheet Piling Length tab with an AZ 17/S430 profile Start Calculation window, Design Sheet Piling Length tab with an AZ 25/S430 profile Start Calculation window, Design Sheet Piling Length tab for DA 1 set Start Calculation window, Design Sheet Piling Length tab for DA 1 set Start Calculation window, Design Sheet Piling Length tab for DA Deltares xix

22 D-SHEET PILING, User Manual 22.8 Start Calculation window, Design Sheet Piling Length tab for DA Start Calculation window, Verify Sheet Piling tab Calculation Progress window Report window, Summary section for Design Approach Moment/Force/Displacement Charts window for the last stage Geometry of Tutorial Model window Sheet Piling Profiles Library window Sheet Piling window Soil Materials window for Clay material Calculation progress window Settlements by Vibration Charts window, Settlement during installation Settlements by Vibration Charts window, Settlement during removal Settlements by Vibration Charts window, Total settlement (installation + removal) Chart Data window for the Total settlement (installation + removal) One stage excavation with a ProLock Sigma combined wall (Tutorial 17) Dimensions of a ProLock Sigma wall Sheet Piling window at long term (Tutorial-17a) Surfaces window Stage Composer to assign the surface levels Soil Materials window for Sand moderate Start Calculation window, Verify Sheet Piling tab Calculation Progress window Report window - Summary for Tutorial-17a Materials window Soil Profile window Moment/Force/Displacement Chart window for long term situation - Step Sheet Piling window at short term (Tutorial-17b) Uniform Load window Stage composer to assign the uniform load Moment/Force/Displacement Chart window for short term situation - Step One stage excavation with a ProLock Omega combined wall (Tutorial 18) Dimensions of a ProLock Omega wall Technical data for the MK-SR anchor wall (Tutorial 18) Sheet Piling window at long term (Tutorial-18a) Soil Materials window for Sand moderate Soil Materials window for Sand moderate Anchors window Stage composer to activate the anchor Start Calculation window, Verify Sheet Piling tab Moment/Force/Displacement Chart window for long term situation - Step Report window, Summary section for long term situation (Tutorial-18a) Sheet Piling window at short term (Tutorial-18b) Moment/Force/Displacement Chart window for short term situation - Step Horizontal pile loaded by soil deformations caused by pond digging (tutorial 19) M-N-Kappa diagrams for cross-sections 1 and 2 (tutorial 19) Model window Moment-Curvature Diagram (M-N-Kappa) window for cross-section 1 (top) Moment-Curvature Diagram (M-N-Kappa) window for cross-section 2 (bottom) Pile window Soil Materials window xx Deltares

23 List of Figures 26.8 Spring Supports window Rigid Supports window Rigid Supports window Input Diagram window Moment/Force/Displacement Charts window Lateral earth pressure using Culmann s method Stress distribution under a load column Elasto-plastic behavior Shift of horizontal stress values between stages Schematization of the CPT filtering method CPT interpretation according to CUR CPT interpretation according to NEN type rule with gravel from NEN Stability of anchor wall for a short anchor (Kranz theory) Stability of anchor wall for a long anchor Circular slip surface according to Bishop method Assumed vertical friction forces Plugged and unplugged sheet piling Low, nominal and high representative values Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.1 of the CUR 166 design procedure Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.2 of the CUR 166 design procedure Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.3 of the CUR 166 design procedure Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.4 of the CUR 166 design procedure Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.5 of the CUR 166 design procedure Schematic representation of the anchor stiffness modification according to step 9.1 of the CUR 166 design procedure Effect of a surcharge when not using the initial stage Effect of a surcharge when using the initial stage option Soil stresses on both sides of the sheet pile wall, with and without the initial stage option being used Situations considered by De Leeuw method Non-uniform load schematized as a uniform load Lateral earth pressure and pile deformation by soil deformation Soil reaction Load distribution Calculated load (bottom) for a load shape that is not constant (top) Water pressure on both sides of sheet piling Pressure diagram Tangent bored-pile wall Spaced bored-pile wall Secant bored-pile wall Deltares xxi

24 D-SHEET PILING, User Manual xxii Deltares

25 List of Tables List of Tables 2.1 Keyboard shortcuts for D-SHEET PILING Relative density as a function of the consistency of the soil Schematization of the calculation methods A and B according to EC7-NL and CUR in case of 4 stages Schematization of the calculation methods A and B according to EC7-NL and CUR in case of 4 stages Schematization of the calculation method according to table of SB Soil properties (tutorial 1) Anchor properties Soil properties (tutorial 6) Soil properties (tutorial 7) Comparison of methods A and B for the maximum values in stage Soil properties (tutorial 9) Soil properties (tutorial 10) Information for feasibility prediction (Tutorial 12) Soil properties (tutorial 13) Soil properties (tutorial 14) Overview of the Design Sheet Piling Length calculation for the different design approaches Soil parameters for Tutorial Soil properties (tutorial 17) Properties of a ProLock Sigma profile (tutorial 17) Properties of the round wooden piles (tutorial 17) Properties of the ProLock Sigma wall (tutorial 17) Maximum calculated bending moments, per wall section (tutorial 17) Soil properties (Tutorial 18) Properties of a ProLock Omega profile (Tutorial 18) Properties of the round wooden piles (Tutorial 18) Properties of the ProLock Omega wall (Tutorial 18) Technical data for the GEWI Threadbar (Tutorial 18) Soil properties (tutorial 19) Horizontal soil displacements after 30 years (tutorial 19) Moment and curvature values of the M-N-Kappa diagram of cross-section 1 (tutorial 19) Moment and curvature values of the M-N-Kappa diagram of cross-section 2 (tutorial 19) Angle of wall friction values for clay, loam, sand and gravel (acc. to Table 4 of NEN 6740:2006) Deltares xxiii

26 D-SHEET PILING, User Manual 30.1 General soil parameters from Table 1 of NEN Secant moduli of subgrade reaction from Table 3.3 of CUR Design values of soil properties according to Step 6 of the CUR 166 procedure Design values of ground and water levels according to Step 6 of the CUR 166 procedure Partial factors applied to soil parameters according to Table 3.7 of the CUR 166 design procedure Level variations according to Table 3.7 of the CUR 166 design procedure Partial factors applied to loads according to CUR Partial factors for retaining structures acc. to the general Eurocode Partial factors for overall stability acc. to Eurocode Partial factors according to the Dutch Annex of Eurocode Level variations according to the Dutch Annex of Eurocode Partial factors (for overall stability) on soil parameters acc. to the Dutch Annex of Eurocode Partial factors acc. to the Belgian annex NBN-EN ANB Partial factors for overall stability acc. to Eurocode E-modulus vs. unit weight (De Leeuw & Timmermans) Values of the rheological coefficient α xxiv Deltares

27 1 General Information 1.1 Preface D-SHEET PILING (formerly known as MSheet) is a tool used to design sheet pile and diaphragm walls and horizontally loaded piles. D-SHEET PILING s graphical interactive interface requires just a short training period, allowing the user to focus their skills directly on the input of sound geotechnical data and the subsequent design of the wall or single pile. D-SHEET PILING comes as a standard module that can be extended with other modules to fit more advanced applications: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module Single Pile module Feasibility module Settlement by vibration module 1.2 Features in Standard module This section contains an overview of the features available in D-SHEET PILING for the design of diaphragm and sheet pile walls. For more information on these topics, see the Reference section and the Background section of this manual. A number of these options are indicated in Figure 1.1. Surcharge Anchors Struts Arbitrary Soil Profiles Excess Pore Pressure forces Moments Staged Constructions Figure 1.1: D-SHEET PILING Options Sheet Piling D-SHEET PILING models the sheet piling as an elasto-plastic beam on a foundation of uncoupled elasto-plastic springs (representing the soil). Stiffness. Uniform or variable values can be used for the elastic bending stiffness and normal stiffness along the beam axis. A library is available for quick selection of standard and user-defined sheet piling profiles. A special combined wall wizard calculates the relevant values for walls made from a combination of sheet piling and piles. Geometrical Non-linear. A compressive normal force will introduce additional bending. The user can introduce normal forces and D-SHEET PILING will calculate the additional Deltares 1 of 416

28 D-SHEET PILING, User Manual moments and displacements that follow from the inputted normal force Anchors and Struts D-SHEET PILING models both anchors and struts using discrete springs. zero pressure condition tensile stress limited capacity pre- stress tensile strain Figure 1.2: Stress-Strain Relationship for Anchors Anchors. Anchors are characterized by arbitrary direction, elastic normal stiffness, zero pressure condition and limited capacity due to yielding or soil resistance (Figure 1.2). Pre-tensioning of anchors is optional. Struts. Struts are characterized by elastic normal stiffness, zero tension condition and buckling force. Pre-compression of struts is optional Soil Horizontal soil layers can be defined manually or automatically generated by D-SHEET PILING from a CPT interpretation, optionally in combination with a non-horizontal ground level. D-SHEET PILING models the stiffness of the soil as a series of discrete, independently acting, multi-linear springs, forming an elastic foundation for a beam (which is used to model the wall). horizontal effective stress virgin loading passive yield active yield unloading reloading relative displacement Figure 1.3: Soil Stress versus Displacement Physical Non-linear. D-SHEET PILING makes use of multi-linear relationships between horizontal stress and displacement, with different values for active and passive yielding. D-SHEET PILING can determine these yield values from the well-established slip surface theories of Culmann, Kötter or Müller-Breslau. Elasto-Plastic. D-SHEET PILING can accommodate the soil stiffness for the virgin loading state and the unloading/reloading state. Initial Stress. D-SHEET PILING derives the initial horizontal stress from the approximate initial vertical stress using Jáky s equation for the lateral stress ratio K 0. D-SHEET PILING calculates additional stresses due to surcharge or a non-horizontal ground surface based on Boussinesq s stress distribution theory. 2 of 416 Deltares

29 General Information For detailed information see chapter 28 and chapter Loads and Supports D-SHEET PILING provides the following options for defining loads and supports: Pore Fluid. Hydrostatic pore fluid pressure from the input of a phreatic surface position on either side of the wall. Additional pore pressures can also be specified, varying linearly within the relevant layers, as schematized in Figure 1.4. hydrostatic pore pressure excess pore pressure Figure 1.4: Hydrostatic pressure with additional pore pressures (in excess) Construction: Excavation or elevation of soil (see staged construction). Surcharge: Discrete or infinitely extending surcharge at ground level. The surcharge load can be specified as uniform or varying multi-linearly. Forces: Line loads or distributed force loads, directed perpendicularly to the sheet pile wall. Variable normal force along the beam axis. Moments: Discrete bending moments directed out-of-plane. Supports: Rigid supports or springs for displacement and rotation. displacement at the top of the sheet piling can also be defined. The horizontal Staged Construction Construction sequences can be modeled using a step-by-step (phased) analysis. This means that soil, loads, supports, anchors and struts can be added or removed, and the water table changed, for each stage Design Procedures Length optimization. D-SHEET PILING can determine the critical length of the sheet piling by reducing the length step-by-step until instability occurs or an admissible displacement is exceeded. Deltares 3 of 416

30 D-SHEET PILING, User Manual Anchor Force. D-SHEET PILING checks whether the available soil resistance is sufficient for the anchor force, using a slip surface theory according to Kranz (Kranz, 1953) Results D-SHEET PILING can display a report with graphs and tables of displacements, bending moments, shear forces, pore pressures and soil stresses along the beam axis. 1.3 Features in Additional modules Culmann module As an alternative to the K a, K 0, K p method, the active and passive earth pressure coefficients can be determined using the c, phi, delta method based on Culmann s formulas (section ). This method can be used in combination with non-horizontal soil surfaces and surcharge loads, unlike the K a, K 0, K p method Eurocode 7 Verification module Three design procedures are implemented: the Dutch design code CUR publication 166 (chapter 34) the European design code Eurocode 7 (chapter 35), using the partial factors prescribed by either: the General rules (Part 1) of EuroCode 7 (NEN-EN, March 2005); the Dutch Annex of Eurocode 7 (NEN, 2012). Different design calculations can be performed: Safety. D-SHEET PILING verifies the sheet piling, according to CUR 166 and EuroCode for a selected stage by applying certain partial safety factors. Length optimization. D-SHEET PILING can determine the critical length of the sheet piling, according to CUR 166 and EuroCode, by reducing the length step-by-step until instability occurs or an admissible displacement is exceeded the sheet piling length, by applying certain partial safety factors. Overall Stability. D-SHEET PILING verifies a sheet piling against loss of overall stability by means of a Bishop calculation, according to CUR 166 and Eurocode. Two different methods for design calculation according to CUR 166 and Eurocode 7 (NL) are implemented: one using the partial factors prescribed by the design approach in all construction stages (method A) and the second using them only for a selected stage (method B). A verification report containing all results according to the CUR 166 or EuroCode 7 design procedure is also available Single Pile module Along the pile, several cross-sections with different widths and stiffness can be specified. 4 of 416 Deltares

31 General Information The connection of the pile to a foundation can be modeled by defining a fixed support or a spring support at a certain level. For the support conditions a distinction is made between translation and rotation. Several soil layers can be defined, divided by horizontal layer boundaries. Soil properties are input for each layer. The bottom soil layer is assumed to be infinitely thick. The surface level on both sides of the pile must be identical and horizontal. The water level determines the hydrostatic water pressure. Additional pore pressures can also be introduced, varying linearly across each soil layer. Externally calculated undisturbed soil displacements can be imposed on the pile. D-SHEET PILING can also calculate the influence of discrete bending moments and/or horizontal and normal forces on the pile. The subgrade reaction is put to a minimum (active) and maximum (passive) pressure on the pile by definition of earth pressure coefficients. Between these extreme values, D-SHEET PILING will apply a linear relation between the stress and the displacement, as defined by a modulus of subgrade reaction. The earth pressure coefficients may be calculated using the Brinch-Hansen method (Brinch-Hansen and Christensen, 1961) or directly inputted. The modulus of subgrade reaction may be determined using the Ménard theory (Ménard, 1971) (only for pile loaded by forces) or directly inputted Plastic module The Plastic module enables to perform a plastic analysis of a diaphragm wall, a sheet pile wall or a single pile by taking into account the flexural behavior of the cross-section. The momentcurvature relationship of this cross-section is used to predict its stiffness. The momentcurvature relationship has several branches: 2 branches for sheet piling 4 branches for diaphragm wall or single pile Note: When using this module, the wall will be divided into 5 times more elements than in a standard elastic calculation, to get accurate results for the stiffness Feasibility module The Feasibility module enables users to compare their D-SHEET PILING sheet pile wall design against relevant execution experience data and Dutch NVAF lines. This may help to reduce failure costs during pile driving/vibrating. Without license this module works in Demo mode. Currently the experiences are mainly from Dutch locations; therefore their relevancy to other locations in the world may be limited Settlement by vibration module The Settlement by vibration module enables users to determine the settlements due to vibratory installation and removal of sheet piles, mainly caused by densification of the sand and by installation or removal of a sheet pile volume. The model implemented in D-SHEET PILING is based on the model developed by Meijers (Meijers and Tol, Juli 2010) (Meijers, december 2007). This model calculates the densification and excess pore pressures during the installation and removal of the sheet pile. Deltares 5 of 416

32 D-SHEET PILING, User Manual 1.4 History MSheet release 1.0 (1990) was based directly on MSheet s forerunner DAMWAND/3, which analyzed the construction of vertical sheet piling with horizontal ground surfaces. MSheet release 2.0 (1992) implemented options for non-horizontal ground surfaces and non-uniform loads (surcharges). MSheet release 3.0 (1995) featured a new option for normal forces in the sheet pile wall and also implemented a new multi-linear stress-displacement relation for the soil. MSheet release 4.0 (1997) featured specific design procedures, based on the CUR design guide (CUR, 2005) for discovering the critical length and checking safety. MSheet release 5.0 (1998) was the first Windows version of MSheet. The improved user manual could now also be accessed using the online Help function. MSheet release 5.4 (2001) featured the following new options: overall soil stability analysis (Bishop), a sheet piling library, extended support of CUR 166, and a report on the vertical force balance. Improvements to the user interface included user-friendly graphical input and the Stages Overview dialog. MSheet Release 5.7 (2002) featured a new option for a first stage with initially nonhorizontal surfaces or initial surcharges. The release also included modules for separately licensed models. The new initial stage option necessitated a refinement of the soil yield stress calculation, even when the option was not selected. Therefore results from release 5.7 were different to the results of previous releases. MSheet release 6.1 (2004) featured a new single pile module, which supports the analysis of horizontally loaded piles. The release also included a wizard for convenient input of combined walls. The report content could now be selected, with reports bearing graphs, and improved layout of tabular results. Reports could now be exported in different formats, including pdf and rtf and graphical and report output for the CUR 166 verify sheet piling option was implemented and. The refined soil yield stress calculation was made optional when the initial stage option was not selected. The default, faster, coarse method therefore yields results that are the same as the results of releases prior to release 5.7. MSheet release 6.2 (2005) featured the new E-Consult module that enables users to check their MSheet design for sheet pile walls against relevant execution experience data. This may help to reduce failure costs during pile driving/vibrating. Without license this module works in Demo mode. Currently the experiences are mainly from Dutch locations; therefore their relevancy to other locations in the world may be limited. MSheet release 7.1 (2005) features the ability to perform a vertical balance check on the sheet pile wall. It is now possible to specify partial factors, allowing MSheet to be used with the Eurocode model. The updated CUR 166 procedure (2005) (CUR, 2005) is fully integrated in this MSheet version. MSheet release 7.7 (2007). The partial factors and the design approaches according to Eurocode 7 are fully supported in this MSheet version. Partial factors for loads are added for the CUR 166 procedure. The calculation of the K 0 is modified. A shell factor is inputted to take into account the effect of arching. MSheet release 7.9 (2008). Loads/Soil displacements is possible again with the module sheet piling. The moduli of subgrade reaction are automatically multiplied with the 6 of 416 Deltares

33 General Information shell factor. The allowable number of anchors, struts, surfaces, layers, profiles and surcharge loads has been increased. Presence of warnings is indicated in the progress screen. hell factor. The allowable number of anchors, struts, surfaces, layers, profiles and surcharge loads has been increased. Presence of warnings is indicated in the progress screen. MSheet release 7.10 (2009). With the E-Consult module it is now possible to determine the drivability of the Sheet Piling design using a prediction made with GeoBrain and to check the Sheet Piling design by comparing it with experiences from the GeoBrain database. MSheet release 8.2 (March 2010). Soil displacements calculated from De Leeuw tables are available for single pile. Importing CPT data in Geotechnical Exchange Format (GEF) format is now possible: the automatic CPT interpretation includes two soil-type dependent rules (acc. NEN 6740 or CUR 166), including all additional soil parameters. The Verification (EC7/CUR) module now includes also verification according to the partial factors and method prescribed by the Dutch Annex of the Eurocode 7 (NEN, september 2009). D-SHEET PILING release 9.1 (January 2011). The name of the program has changed: D-SHEET PILING replaces MSheet. Performing calculations in batch is described in the manual (section 5.4). D-SHEET PILING release (November 2011). It is possible to calculate the settlement due to vibration of the sheet piling (installing as well as uninstalling). The Belgian annex NBN-EN ANB of the Eurocode 7 (NBN-EN, january 2011) is incorporated. Forces from layers acting on the sheet piling are given in the report. It is possible to see the slide planes used to calculate the lambdas in c,phi,delta method. It is possible to change the colors of the materials. The stress state charts are available for a verification calculation. D-SHEET PILING release (February 2013). A new class, called RC0, is added to the Dutch Eurocode calculation, corresponding to the CUR class I for the design a simple constructions. For vertical balance, the vertical forces due to active and passive forces are taken by 1 m (this used to be the coating area), as prescribed in the CUR 166 recommendations. During a settlement by vibration calculation, it is possible to find the settlements at points situated below the surface as well. For the Kranz calculation, the loading due to anchor angle is now correctly calculated. When calculating soil displacements with single pile, a few extra points close to the boundaries with the elastic soil are calculated. D-SHEET PILING release 9.3 (November 2013). For Eurocode 7 with Belgian annex, it is possible to use design values in the selected stage but representative values in the previous stages (see section ), as prescribed in the Flemish norm "Standaardbestek 260" (SB260, 2012) relevant for the projects executed for the Flemish government. The yield forces and buckling forces must be inputted as design values (see section and section 4.5.2). The Eurocode 7 verification according to the Dutch annex refers to NEN-EN 9997+C1:2012 (NEN, 2012). The Sheet Piling Library (section 4.2.3) has been updated with new profiles (Gooimeer, Heuvelman, ESC Pile China LTD, Europile/STS, Gampet, Profextru). Two tutorials have been added in the user manual describing how to design the length of a synthetic wall (Tutorial 17 in chapter 24) and how to model a synthetic wall with anchorage (Tutorial 18 in chapter 25). D-SHEET PILING release (July 2014). Several improvements concerns the Sheet Piling Library: Deltares 7 of 416

34 D-SHEET PILING, User Manual The Sheet Piling Library has been updated with new profiles (Europile/STS, Profextru). Cold formed sheet piles profiles are now available in the library with three qualities: S 235, S 275 and S 355. The maximum moment of synthetic profiles in the library is now a characteristic value (without safety factor). During its importation, two factors are applied (the modification factor k mod and the partial material factor γ M ) to get the design value used in the calculation, see Figure 4.9. The Verification calculation for EC7-General has been improved (names in the overview table of the report and selection of method A or B). A warning message when starting the program is displayed to attract the attention of the user on the importance of a good estimation of the relative density for the calculated Settlements by Vibration. D-SHEET PILING release This version contains many small improvements and solved bugs. The main improvement is the new module Plastic Wall, allowing a plastic analysis of the wall (section 1.3.4) by the input of the Moment-curvature (M-N-Kappa) diagram of the profile (Figure 4.27). A tutorial is added in this manual (chapter 26) describing how to perform a plastic analysis of a pile. D-SHEET PILING release With this version, license(s) can be borrowed for a certain period allowing working without connection to the licence server (see Figure 3.5 for more information). This version also contains small improvements and solved issues (for a complete list, download the Release Notes from the Download Portal of Deltares). For the Vertical Balance, a factor of 1.1 is applied to the vertical component of the anchor force according to article 9.7.5(a) of NEN (2012) and according to CUR 166 step 9.3 (see chapter 33). The plastic moments of the Arcelor are added in the Sheet Piling Profiles Library (section 4.2.3). 1.5 Limitations When working with D-SHEET PILING, the following limitations apply: Vertical piling. Horizontal soil layers. Only diaphragm wall, sheet pile walls and single piles can be analyzed with D-SHEET PILING. To analyze pile groups, use the D-PILE GROUP program from Deltares Systems. 1.6 Minimum System Requirements The following minimum system requirements are needed in order to run and install the D-SHEET PILING software, either from CD or by downloading from the Deltares Systems website via MS Internet Explorer: Operating systems: Windows 2003, Windows Vista, Windows 7 32 bits Windows 7 64 bits Windows 8 Hardware specifications: 1 GHz Intel Pentium processor or equivalent 512 MB of RAM 400 MB free hard disk space SVGA video card, pixels, High colors (16 bits) 8 of 416 Deltares

35 General Information CD-ROM drive Microsoft Internet Explorer version 6.0 or newer (download from For use of the Feasibility module an Internet connection is needed. 1.7 Definitions of Symbols and Symbols σ h σ v Total horizontal soil stress (positive in compression) Total vertical soil stress (positive in compression) p, σ w Pore water pressure σ Effective vertical soil stress (positive in compression) σ h Effective horizontal soil stress (positive in compression) σ v Effective vertical soil stress (positive in compression) K, λ Lateral earth pressure ratio: the ratio between the horizontal and vertical stresses: K = λ = σ h σ v c Cohesion ϕ The (Coulomb) friction angle of the soil (phi) δ The (Coulomb) friction angle between the soil and sheet piling (delta) ϕ Rotation of the sheet piling K 0 Lateral earth pressure ratio at initial stress state (rest) for a horizontal ground level: K 0 = 1 sin ϕ K a Lateral earth pressure ratio at active yielding (extension of soil) K p Lateral earth pressure ratio at passive yielding (compression of soil) E Young s Modulus I Moment of inertia k, k b Modulus of subgrade reaction; stiffness of the soil bedding K 0 Modulus of subgrade reaction for the unloading/reloading state k 1, k 2... Descending values of the modulus of subgrade reaction during virgin loading K Permeability w Displacement W Section modulus X Co-ordinate along the axis of the sheet piling B Acting width of the sheet piling F v Resulting vertical force F max Vertical force capacity ξ Factor on the cone resistance γ m;b Partial material factor q c Representative cone resistance p r;max;point Maximum point resistance Cross-sectional area of sheet piling per running meter A steel 1.8 Getting Help From the Help menu, choose the Manual option to open the User Manual of D-SHEET PILING in PDF format. Here help on a specific topic can be found by entering a specific word in the Find field of the PDF reader. Clicking on the Help button situated at the bottom-right side of a window will open the User Manual. Deltares 9 of 416

36 D-SHEET PILING, User Manual 1.9 Getting Support Deltares Systems tools are supported by Deltares. A group of 70 people in software development ensures continuous research and development. Support is provided by the developers and if necessary by the appropriate Deltares experts. These experts can provide consultancy backup as well. If problems are encountered, the first step should be to consult the online Help at menu Software. Different information about the program can be found on the left-hand side of the window (Figure 1.5): In Support - Frequently asked questions are listed the most frequently asked technical questions and their answers. In Support - Known issues are listed the bugs of the program. In Release notes are listed the differences between an old and a new version. Figure 1.5: Deltares Systems website ( If the solution cannot be found there, then the problem description can be ed (preferred) or faxed to the Deltares Systems Support team. When sending a problem description, please add a full description of the working environment. To do this conveniently: Open the program. If possible, open a project that can illustrate the question. Choose the Support option in the Help menu. The System Info tab contains all relevant information about the system and the software. The Problem Description tab enables a description of the problem encountered to be added. 10 of 416 Deltares

37 General Information Figure 1.6: Support window, Problem Description tab After clicking on the Send button, the Send Support window opens, allowing sending current file as an attachment. Marked or not the Attach current file to mail check-box and click OK to send it. Figure 1.7: Send Support window The problem report can either be saved to a file or sent to a printer or PC fax. The document can be ed to support@deltaressystems.nl or alternatively faxed to +31(0) Deltares Since January 1 st 2008, GeoDelft together with parts of Rijkswaterstaat /DWW, RIKZ and RIZA, WL Delft Hydraulics and a part of TNO Built Environment and Geosciences are forming the Deltares Institute, a new and independent institute for applied research and specialist advice. Founded in 1934, GeoDelft was one of the world s most renowned institutes for geotechnical and environmental research. As a Dutch national Grand Technological Institute (GTI), Deltares role is to obtain, generate and disseminate geotechnical know-how. The institute is an international leader in research and consultancy into the behavior of soft soils (sand clay and peat) and management of the geo-ecological consequences which arise from these activities. Again and again subsoil related uncertainties and risks appear to be the key factors in civil engineering risk management. Having the processes to manage these uncertainties makes Deltares the obvious Partner in risk management for all parties involved in the Deltares 11 of 416

38 D-SHEET PILING, User Manual civil and environmental construction sector. Deltares teams are continually working on new mechanisms, applications and concepts to facilitate the risk management process, the most recent of which is the launch of the concept "GeoQ" into the geotechnical sector. For more information on Deltares, visit the Deltares website: Deltares Systems Deltares objective is to convert Deltares knowledge into practical geo-engineering services and software. Deltares Systems has developed a suite of software for geotechnical engineering. Besides software, Deltares Systems is involved in providing services such as hosting online monitoring platforms, hosting on-line delivery of site investigation, laboratory test results, etc. As part of this process Deltares Systems is progressively connecting these services to their software. This allows for more standardized use of information, and the interpretation and comparison of results. Most software is used as design software, following design standards. This however, does not guarantee a design that can be executed successfully in practice, so automated back-analyses using monitoring information are an important aspect in improving geotechnical engineering results. The Feasibility module for D-SHEET PILING confronts users with experience data for vibrational sheet pile wall installation in practice. Feasibility module, such as the one used with D-SHEET PILING, are the result of Deltares R&D for GeoBrain. GeoBrain s objective is to combine experience, expertise and numerical results into one forecast, using Artificial Intelligence, Neural Networks and Bayesian Belief Networks. For more information about Deltares Systems geotechnical software, including download options, visit Rijkswaterstaat Rijkswaterstaat (RWS) is part of the Dutch Ministry for Traffic, Public Works and Water Management. RWS s tasks include the regulation, construction, management and maintenance of public works. By supporting the development of D-SHEET PILING, RWS is facilitating the uniform and reliable design of sheet pile walls. For more information on RWS, visit On-line software (Citrix) Besides purchased software, Deltares Systems tools are available as an on-line service. The input can be created over the internet. Heavy duty calculation servers at Deltares guarantee quick analysis, while results are presented on-line. Users can view and print results as well as locally store project files. Once connected, clients are charged by the hour. For more information, please contact the Deltares Sales team: sales@deltaressystems.nl. 12 of 416 Deltares

39 2 Getting Started This Getting Started chapter aims to familiarize the user with the structure and user interface of D-SHEET PILING. The Tutorial section which follows uses a selection of case studies to introduce the program s functions. 2.1 Starting D-SHEET PILING To start D-SHEET PILING, click Start on the Windows menu bar and then find it under Programs, or double-click a D-SHEET PILING input file that was generated during a previous session. For a D-SHEET PILING installation based on floating licenses, the Modules window may appear at start-up (Figure 2.1). Check that the correct modules are selected and click OK. Figure 2.1: Modules window Click the button to see which modules are (at this moment) in used and who (within the company) is using them. When D-SHEET PILING is started from the Windows menu bar, the last project that was worked on will open automatically, unless the program has been configured otherwise under Tools: Program Options (Figure 3.3). 2.2 Main Window When D-SHEET PILING is started, the main window is displayed (Figure 2.2). This window contains a menu bar (section 2.2.1), an icon bar (section 2.2.2), an Input Diagram window (section 2.2.3) that displays the pre-selected or most recently accessed project, a stage composer (section 2.2.4), an info bar (section 2.2.5), a title panel (section 2.2.6) and a status bar (section 2.2.7). The caption of the main window of D-SHEET PILING displays the program name, followed by the model. When a new file is created, the default model is Sheet Piling and the project name is Project1. Deltares 13 of 416

40 D-SHEET PILING, User Manual Figure 2.2: D-SHEET PILING main window Menu bar To access the D-SHEET PILING menus, click the menu names on the menu bar. Figure 2.3: D-SHEET PILING menu bar The menus contain the following functions: File Project Construction Soil Loads Supports Stages Calculation Standard Windows options for opening and saving files as well as several D-SHEET PILING options for exporting and printing active windows and reports (section 3.1). Options for selecting the project model, defining partial factors and properties, and viewing the input file (section 4.1). Options for defining the sheet pile/diaphragm wall, or single pile (section 4.2). Options for defining ground surfaces, the properties and profiles of the soil layers, water levels and water properties (section 4.3). Options for defining distributed surcharge, forces, moments and prescribed soil displacements (section 4.4). Options for defining anchors, struts, rigid supports and springs (section 4.5). Options for defining construction stages (for sheet pile walls) and viewing/defining the applied loads, supports and water levels for each stage (section 4.6). Analysis of the following, based on input values: resulting moments, forces, displacements and stresses, stability analysis with decreasing length of sheet piling; determining design values for the moment, anchor force and displacement according to the CUR step-by-step design procedure; checking anchor wall stability; checking overall stability (chapter 5). 14 of 416 Deltares

41 Getting Started Results Options for displaying and creating reports on moments, displacements, shear forces, pore water pressures, effective horizontal stress and total horizontal stress, in addition to the results of verification and design calculations (chapter 6). Feasibility Feasibility comparison of the project using NVAF lines or the GeoBrain database of experiences (chapter 7). Tools Options for editing D-SHEET PILING program defaults and accessing the piling library (section 3.2). Window Default Windows options for arranging the D-SHEET PILING windows and choosing the active window. Help Online Help options (section 1.8). Detailed descriptions of these menu options can be found in the Reference section Icon bar Use the buttons on the icon bar to quickly access frequently used functions (see below). Figure 2.4: D-SHEET PILING icon bar Click on the following buttons to activate the corresponding functions: Start a new D-SHEET PILING project. Open the input file of an existing project. Save the input file of the current project. Print the contents of the currently active window. Display a print preview of the current contents of the Input Diagram window. Open the Project Properties window. Here the project title and other identification data can be entered, and the Diagram Settings and Graph Settings for the project can be determined. Open the Stages Overview window. The contents of each construction stage can be composed here by selecting or deselecting the loads and supports that are available, choosing the computation method, entering water levels, and more. Open the Sheet Piling or Pile window (depending on the model being used), containing the properties of the sheet pile wall or single pile. Start the main calculation. Display the contents of online Help. Display the first page of the Deltares Systems website: Deltares 15 of 416

42 D-SHEET PILING, User Manual Input Diagram window The Input Diagram window graphically displays the input for a selected stage. Figure 2.5: Input Diagram window In the upper part of the window, select one of the stages defined previously. The selected stage will also be used in the Stage Composer (see below). Click on the buttons in the upper part to activate the corresponding functions: Duplicate the current stage: Click the plus button to copy the selected stage to a new stage. Previous stage and Next stage: Click the arrow buttons to browse through the stages. Rename stage: Click this button to rename the current stage. Double clicking in the window on items such as layers, supports and loads will open the corresponding input windows. Note: In the Input Diagram window, only half of the inputted height of the anchor wall is drawn (between the anchor rod and the bottom of the anchor wall). Click on the buttons in the Edit or Tools panel to activate the corresponding functions: 16 of 416 Deltares

43 Getting Started Select and Edit In this mode, the left-hand mouse button can be used to select previously defined supports, loads and layers in the Input Diagram. Items can then be deleted or modified by dragging or resizing, or by clicking the right hand mouse button and choosing an option from the menu displayed. Pressing the Escape key will return the user to this Select and Edit mode. Pan button Click this button to move the drawing by clicking and dragging the mouse. Zoom in button Click this button to enlarge the drawing, and then click on the drawing on the part which is to be at the center of the new image. Zoom out button Click this button, then click on the drawing, to reduce the drawing. Zoom area button Click this button then click and drag a rectangle over the area to be enlarged. The selected area will be enlarged to fit the window. Measure the distance between two points Click this button, then click the first point on the Input Diagram window and place the cross on the second point. The distance between the two points can be read at the bottom of the Input View window. To turn this option off, click the escape key. Add anchor button Click this button to add an anchor. Add strut button Click this button to add a strut. Add uniform load button Click this button to add a uniform surface load. Add surcharge load button Click this button to add a non-uniform surface load. Add horizontal line load button Click this button to add a horizontal line load or horizontal force. Add moment button Click this button to add a moment load. Add spring support button Click this button to add a spring support to reduce horizontal displacement. Add rigid support button Click this button to add a rigid support to prevent horizontal displacement. Undo Zoom button Click this button to undo the zoom. Zoom limits button Click this button to display the complete drawing. Deltares 17 of 416

44 D-SHEET PILING, User Manual For more information, see section 4.3.4, section 4.4 and section Stage Composer Use the Stage Composer to connect input data to the stage selected in the Input Diagram window. The Stage Composer can also be used to access input windows. Figure 2.6: Stage Composer The Stage Composer is part of the main window, and consists of two separate boxes: Upper Box: Lower Box: The upper box contains all of the input options. For loads and supports, this box also indicates the number of defined loads or supports applied in the selected stage, in relation to the total number of loads defined. The lower box displays an overview of the input that has been defined. A check-mark indicates that the input data has been linked to the selected stage. Click this button to display the Help topic of the selected input option. Connect to Stages When one of the input options is selected in the upper box (single click), an overview of available input will appear in the lower box. To connect input to a particular stage, select a stage in the Input Diagram window and use the check-boxes in the lower box to select the input that applies to the selected stage. Note: The Stages Overview window (section 4.6.2) can also be used to connect input to stages. Opening Input windows Double-click one of the input options in the upper box to display an input window in which input data can be entered or adapted. The same menus are also available on the menu bar. 18 of 416 Deltares

45 Getting Started Using the pop-up menu Right-click anywhere in the lower box to open the pop-up menu. This menu presents four options to quickly select or deselect check-boxes for the available stages. Figure 2.7: Pop-up menu Select All Deselect All Apply to All Stages Apply from this Stages On Selects all loads or supports of the type selected in the upper box for the current construction stage. This action is equivalent to marking all the check-boxes one by one. Deselects all loads or supports of the type selected in the upper box for the current construction stage. This action is equivalent to unmarking all the check-boxes one by one. Marks all the check-boxes for all construction stages exactly the same way as for the current stage. Marks all the check-boxes for all construction stages higher than the current one exactly the same way as for the current stage Info bar This bar situated at the bottom of the Input Diagram window displays the co-ordinates of the current position of the cursor and the distance between two points when the icon Measure the distance between two points is selected from the Edit panel Title panel This panel situated at the bottom of the main window displays the project titles, as entered on the Identification tab in the Project Properties window (section 4.1.3) Status bar This bar situated at the bottom of the main window displays a description of the selected icon of the icon bar (section 2.2.2) or of the Input Diagram window (section 2.2.3). 2.3 Files *.dis *.dxf *.err *.gef *.geo Displacement file (ASCII): Contains the calculated displacements from De Leeuw tables. Drawing Exchange Format file (ASCII): Export file, containing the image of the current window (input diagram or output charts and diagrams) within an added picture frame. Files of this type can be used to import the image into applications such as AutoCAD. Error file (ASCII): If there are any errors in the input, they are described in this file. Geotechnical Exchange Format file (ASCII): Contains CPT-data. Geometry file (ASCII): Export file for the Deltares Systems geo-software s, containing a description of the geometry. Deltares 19 of 416

46 D-SHEET PILING, User Manual *.html *.shd *.shi *.shl *.sho *.shs *.sti *.pdf *.rtf *.txt *.wmf HTML-files: Export file for reports. Dump file (ASCII): Contains calculation results used for graphical and report output. Input file (ASCII): Contains the input with the problem definition. After interactive generation, this file can be reused in subsequent D-SHEET PILING analyses. Earth pressure coefficient file (binary): Working file with information on the lateral earth pressure coefficients. Output file (ASCII): After a calculation has been performed, all output is written to this file. If there are any errors in the input, they are described in this file. Setting file (ASCII): Working file with settings data. This file doesn t contain any information that is relevant for the calculation, but only settings that apply to the representation of the data, such as the grid size. D-GEO STABILITY input file (ASCII): Export file for D-GEO STABILITY (formerly known as MStab), containing the input data needed for a stability calculation in D-GEO STABILITY. Adobe PDF-files: Export file for reports. Rich text format\-files: Export file for reports. ASCII-text-files: Export file for reports. Windows Meta File (binary): Export file for images, for instance containing the image of the current Top View Foundation window within an added picture frame. Files of this type can be used to import the image into applications such as Microsoft Word. 2.4 Tips and Tricks Keyboard shortcuts Use the keyboard shortcuts given in Table 2.1 to directly open a window without selecting the option from the menu bar. 20 of 416 Deltares

47 Getting Started Table 2.1: Keyboard shortcuts for D-SHEET PILING Keyboard shortcut Ctrl + N Ctrl + O Ctrl + S F12 Shift + Ctrl + C Ctrl + P Ctrl + M Ctrl + H Ctrl + U Ctrl + T Ctrl + I Ctrl + W F9 Ctrl + R Opened window New Open Save Save As Copy Active Window to Clipboard Print Report Model Sheet Piling Surfaces Soil Materials Profiles Stages Overview Start Calculation Report Exporting figures and reports All figures in D-SHEET PILING such as geometry and graphical output can be exported in WMF (Windows Meta Files) format. In the File menu, select the option Export Active Window to save the figures in a file. This file can be later imported in a Word document for example or added as annex in a report. The option Copy Active Window to Clipboard from the File menu can also be used to copy directly the figure in a Word document. The report can be entirely exported as PDF (Portable Document Format) or RTF (Rich Text Format) file. To look at a PDF file Adobe Reader can be used. An RTF file can be opened and edited with word processors like MS Word. Before exporting the report, a selection of the relevant parts can be done with the option Report Selection (section 6.1) Copying part of a table It is possible to copy part of a table in another document, an Excel sheet for example. If the cursor is placed on the left-hand side of a cell of the table, the cursor changes in an arrow which points from bottom left to top right. Select a specific area by using the mouse (see a) in Figure 2.8). Then, using the copy button (or ctrl+c) this area can be copied. Deltares 21 of 416

48 D-SHEET PILING, User Manual a) b) c) d) Figure 2.8: Selection of different parts of a table using the arrow cursor To select a row, click on the cell before the row number (see b) in Figure 2.8). To select a column, click on the top cell of the column (see c) in Figure 2.8). To select the complete table, click on the top left cell (see d) in Figure 2.8). In some tables the button Copy is also present at the left hand pane. 22 of 416 Deltares

49 3 General This chapter contains a detailed description of the available menu options for inputting data for a sheet pile or diaphragm wall project, and for calculating and viewing the results. The examples in the tutorial section provide a convenient starting point for familiarization with the program. 3.1 File menu Besides the familiar Windows options for opening and saving files, the File menu contains a number of options specific to D-SHEET PILING: Copy Active Window to Clipboard Use this option to copy the contents of the active window to the Windows clipboard so that they can be pasted into another application. The contents will be pasted in either text format or Windows Meta File format. Export Active Window Use this option to export the contents of the active window (input diagram or output charts and diagrams) as a Windows Meta File (*.wmf), a Drawing Exchange File (*.dxf) or a text file (*.txt). After clicking the Save button in the Export to window, the Export complete window opens displaying three choices: Open to open the file containing the exported window; Open Folder to open the folder where the file was saved; Close to close the Export complete window. Export Report This option allows the report to be exported in a different format, such as pdf, rtf or html format. Page Setup This option allows definition of the way D-SHEET PILING plots and reports are to be printed. The printer, paper size, orientation and margins can be defined as well as whether and where axes are required for plots. Click Autofit to get D-SHEET PILING to choose the best fit for the page. Print Preview Active Window This option will display a print preview of the current contents of the Input Diagram or Results window. Print Active Window This option prints the current contents of the Input Diagram or Results window. Print Preview Report This option will display a print preview of the calculation report. Print Report This option prints the calculation report. 3.2 Tools menu Deltares 23 of 416

50 D-SHEET PILING, User Manual Program Options On the menu bar, click Tools and then choose Options to open the corresponding input window. In this window, the user can optionally define their own preferences for some of the program s default values. View Figure 3.1: Program Options window, View tab Toolbar Status bar Title panel Mark the relevant check-box to display the toolbar and/or status bar each time D-SHEET PILING is started. Mark this check-box to display the project titles, as entered on the Identification tab, in a panel at the bottom of the Input Diagram window. General 24 of 416 Deltares

51 General Figure 3.2: Program Options window, General tab Start-up with Save on calculation Use Enter key to Feasibility Click one of these toggle buttons to determine how a project should be initiated each time D-SHEET PILING is started. No project: Use the buttons in the toolbar or the options in the File menu to open an existing project or to start a new one. Last used project: The last project to be worked on is opened automatically. New project: A new project is created comprising a sheet pile wall with a "dummy" soil layer on both sides. Note that the Start-up with option is ignored when D-SHEET PILING is started by double-clicking on an input file. The toggle buttons determine how input data is saved prior to calculation. It can either be saved automatically, using the same file name each time, or a file name can be specified every time the data is saved. Use the toggle buttons to determine the way the Enter key is used in D-SHEET PILING: either as an equivalent of pressing the default button (Windows style) or to shift the focus to the next item in a window (for users accustomed to the DOS version(s) of the program). To use the Feasibility module, the user has to enter an identification name under User ID and a Password. Both will be provided by Deltares Systems only for users with a license including the use of the Feasibility module. Please contact the support team at support@deltaressystems.nl to get them. Deltares 25 of 416

52 D-SHEET PILING, User Manual Locations Figure 3.3: Program Options window, Locations tab Working directory Directory for user defined pile library D-SHEET PILING will start up with a working directory for selection and saving of files. Either choose to use the last used directory, or specify a fixed path. Define the location of the file DSheetPilingProfilesUser.xml. This file contains the user-defined library with piles and sheet piling (section 4.2.3). Language In this tab, the language to be used in the D-SHEET PILING windows and on printouts can be selected. 26 of 416 Deltares

53 General Figure 3.4: Program Options window, Language tab Interface language Currently, the only available interface language is English. Output language Three output languages are supported: English, Dutch and French. The selected output language will be used in all exported reports and graphs. Modules For a D-SHEET PILING installation based on floating licenses, the Modules tab can be used to claim a license for the particular modules that are to be used. If the Show at start of program check-box is marked then this window will always be shown at start-up. For a D-SHEET PILING installation based on a license dongle, the Modules tab will just show the modules that may be used. Refer to section 1.2 for more information about the D-Sheet Piling Standard module (earth pressure coefficients) and refer to section 1.3 for more information about the other additional modules. Deltares 27 of 416

54 D-SHEET PILING, User Manual Figure 3.5: Program Options window, Modules tab Click this button to see which modules are (at this moment) in used and who (within the company) is using them. Click this button to borrow the selected modules for a certain period. The modules will be taken from the server pool and will be available on this computer even if no connection to the license server is available. Set the date and time for the expiration of the borrowing and press OK. Click this button to end the borrow immediately Profiles Library Refer to section for a detailed description of this window. 3.3 Help menu The Help menu allows access to different options Error Messages If errors are found in the input, no calculation can be performed. Those errors must be corrected before performing a new calculation. To display details about those error messages, select the Error Messages option from the Help menu. They are also written in the *.err file. They will be overwritten the next time a calculation is started. 28 of 416 Deltares

55 General Figure 3.6: Error Messages window A list of all possible error messages is given in section Manual Select the Manual option from the Help menu to open the User Manual of D-SHEET PILING in PDF format. Here help on a specific topic can be found by entering a specific word in the Find field of the PDF reader Deltares Systems Website Select Deltares Systems Website option from the Help menu to visit the Deltares Systems Website ( for the latest news Support Use the Support option from the Help menu to open the Support window in which program errors can be registered. Refer to section 1.9 for a detailed description of this window About D-SHEET PILING Use the About option from the Help menu to display the About D-SHEET PILING window which provides software information (for example the version of the software). Deltares 29 of 416

56 D-SHEET PILING, User Manual 30 of 416 Deltares

57 4 Input Before analysis can be started, data s for the sheet pile wall, soil, loads and supports need to be inputted. 4.1 Project menu Each project starts with the selection of an analysis model and the entry of general details about the project Model On the menu bar, click Project and then choose Model to open the input window. In this window the required analysis models can be selected. Figure 4.1: Model window Model Select the Sheet piling option for analysis of sheet pile. or Select the Single pile option for analysis of horizontally loaded piles. The single pile option is only available in combination with the corresponding module (section 3.2.1). or Select the Diaphragm wall option for analysis of diaphragm walls. Elastic calculation With models Sheet piling and Single pile you can choose between an Elastic calculation or a none Elastic calculation (i.e. Plastic) of the piling. If Plastic is chosen, the Moment - Curvature diagram (M-κ) of the piling will contain 2 branches for Sheet piling (see Figure 4.11) and 4 branches for Single pile (see Figure 4.24). With models Diaphragm wall, a Plastic analysis is always performed with 4 branches in the Moment - Curvature diagram (M-κ) (see Figure 4.27). Deltares 31 of 416

58 D-SHEET PILING, User Manual Sheet piling Single pile Soil parameters model Select the method for input of the lateral earth pressure ratio: the K a, K 0, K p basic model the c, phi, delta model (Culmann) the Mixed model to allow selection of the method for each stage and side of the wall, using the Stages Overview window (section 4.6.2). The K a, K 0, K p method gives constant earth pressure coefficients over a soil layer, whilst the Culmann method allows them to vary. The Culmann method also allows calculation for non-horizontal surfaces and non-uniform loads. The c, phi, delta model is only available in combination with the corresponding module (section 3.2.1). Options Mark the Check vertical balance check-box to perform a vertical balance check. Mark the Verification (EC7/CUR) check-box to enable the special calculation functions for sheet piling and diaphragm wall design according to the Eurocode 7 and the CUR 166 model guidelines. This option is only available in combination with the corresponding module (section 3.2.1). Mark the Settlement by vibration check-box to calculate the surface settlements during the installation of a sheet piling by vibration. Refer to chapter 39 for background information. Select the type of pile loading: forces or soil displacements. In case of pile loaded by soil displacements, the soil displacements can be either user input or automatically calculated using De Leeuw tables (section ) User Defined Partial Factors On the menu bar, click Project and then choose User Defined Partial Factors. This option is only available if the Verification (EC7/CUR) option has be selected in the Model window (section 4.1.1). In this window the user-defined partial factors used for the design according to the following standard can be defined: (section ) the general rules of the European standard EuroCode 7; (section ) the Dutch annex of the European standard EuroCode 7; (section ) the Dutch design code CUR 166; (section ) the Belgian annex of the European standard EuroCode Eurocode 7 General In this window (Figure 4.2) the defaults partial factors prescribed in EuroCode 7, Part 1: General rules (NEN-EN, March 2005) are given and can be modified by the user. Those partial factors are used for the following verification methods according to EuroCode: Design Sheet Piling Length (section 5.2.2) Verify Sheet Piling (section 5.2.3) Overall Stability (section 5.2.5) The General document of the Eurocode 7 (NEN-EN, March 2005) distinguishes three different design approaches: 1, 2 or of 416 Deltares

59 Input Figure 4.2: User Defined Partial Factors window, EC7 General tab Factors on loads Factors on effect of the loads Material factors Overall factors stability Resistance factors Geometry modification Enter the user defined partial factor applied to the different kind of loads: permanent unfavorable load, permanent favorable load, variable unfavorable load, variable favorable load. Enter the user defined partial factor applied to the effect of the loads: Factor on effect of load corresponds to the effect of permanent loads (unfavorable and favorable) and variable favorable loads. Factor on variable load, unfavorable corresponds to the effect of variable unfavorable loads. Enter the user defined partial factor applied to the cohesion and the tangent value of the friction angle. Enter the user defined partial factor applied to: the driving moment, the cohesion, the tangent value of the friction angle, used during the Overall Stability verification (chapter 32). Enter the user defined partial factor applied to the bearing capacity and the earth resistance. Enter the user defined surface level at the passive side: the level of the resisting soil is lowered below the expected level by an amount equal to the Increase retaining height percentage of the distance between the lowest support and the excavation level, limited to a maximum (i.e. Maximum increase retaining height). Deltares 33 of 416

60 D-SHEET PILING, User Manual Vertical balance factors Enter the user defined partial factor on base resistance γ b applied on the characteristic value of the base resistance of the ground R b;k to get the design value of the base resistance R b;d (Equation 33.1): R b;d = R b;k /γ b This input is available only if the Check vertical balance check-box was enabled in the Model window (section 4.1.1). Click this button to reset all values to the default values prescribed in the EuroCode 7 - Part 1: General rules. Note: The default values prescribed by Eurocode 7 are written at the left of each input area of the User Defined Partial Factors window. If modified, the value appears in red color. Note: According to Eurocode 7 partial factors can be applied either on the loads themselves or on their effect. D-SHEET PILING allows the user to choose between those two options in the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3). For background information on General EuroCode, see section Eurocode 7 Dutch Annex In this window (Figure 4.2) the defaults partial factors prescribed in the Dutch Annex of the Eurocode 7 (NEN, 2012) are given and can be modified by the user. Those partial factors are used for the following verification methods according to Eurocode 7 NL: Design Sheet Piling Length (section 5.2.2) Verify Sheet Piling (section 5.2.3) Overall Stability (section 5.2.5) The Dutch Annex of the Eurocode 7 distinguishes three different classes: RC 1, RC 2 or RC 3 (refer to section for detailed information). Next to those three official classes, an extra class called RC 0 is available corresponding to Class I of the CUR procedure (see section 34.1) for the design a simple constructions. 34 of 416 Deltares

61 Input Figure 4.3: User Defined Partial Factors window, EC7 NL tab Factors on loads Material factors Geometry modification Enter the user defined partial factor applied to the different kind of loads: permanent unfavorable load, permanent favorable load, variable unfavorable load, variable favorable load. Enter the user defined partial factor applied to: the cohesion, the tangent value of the friction angle, the modulus of subgrade reaction. (Maximum) Increase retaining height Enter the user defined surface level at the passive side: the level of the resisting soil is lowered below the expected level by an amount equal to the Increase retaining height percentage of the distance between the lowest support and the excavation level, limited to a maximum (i.e. Maximum increase retaining height). Change in phreatic line on passive side Enter the user defined change in height applied to the phreatic line level on the passive side. Raise in phreatic line on active side Enter the user defined increase in height applied to the phreatic line level on the active side. Deltares 35 of 416

62 D-SHEET PILING, User Manual Overall factors stability Enter the user defined partial factor applied to the soil properties: the cohesion, the tangent value of the friction angle, the (saturated and unsaturated) unit weight, used during the Overall Stability verification (chapter 32). Vertical balance factors Enter the user defined partial factor on base resistance γ b applied on the characteristic value of the base resistance of the ground R b;k to get the design value of the base resistance R b;d (Equation 33.1): R b;d = R b;k /γ b This input is available only if the Check vertical balance check-box was enabled in the Model window (section 4.1.1). Click this button to reset all values to the default values prescribed in the Dutch Annex of the Eurocode 7. Note: The default values prescribed by the Dutch Annex of the Eurocode 7 are written at the left of each input area of the User Defined Partial Factors window. If modified, the value appears in red color. Note: The default values prescribed by the Dutch Annex of the Eurocode 7 for RC 1 and RC 2 correspond to those of safety classes respectively II and III of the CUR recommendations, except for the factor on driving moment in case of overall stability. For background information on the Dutch Annex of the EuroCode, see section Eurocode 7 Belgian Annex In this window (Figure 4.4) the defaults partial factors prescribed in the Belgian Annex NBN- EN ANB of the Eurocode 7 (NBN-EN, january 2011) are given and can be modified by the user. Those partial factors are used for the following verification methods according to EC7 B: Design Sheet Piling Length (section 5.2.2) Verify Sheet Piling (section 5.2.3) Overall Stability (section 5.2.5) In its national annex, Belgium selected Design Approach 1. Therefore, verification is performed only for the two combinations of DA1: set 1 and set of 416 Deltares

63 Input Figure 4.4: User Defined Partial Factors window, EC7 B tab Factors on loads Factors on effect of the loads Material factors Resistance factors Geometry modification Overall stability factors Enter the user defined partial factor applied to the different kind of loads: permanent unfavorable load, permanent favorable load,- variable unfavorable load, variable favorable load. Enter the user defined partial factor applied to the effect of the loads: Factor on effect of load corresponds to the effect of permanent loads (unfavorable and favorable) and variable favorable loads. Factor on variable load, unfavorable corresponds to the effect of variable unfavorable loads. Enter the user defined partial factor applied to the cohesion and the tangent value of the friction angle. Enter the user defined partial factor applied to the bearing capacity and the earth resistance. Enter the user defined surface level at the passive side: the level of the resisting soil is lowered below the expected level by an amount equal to the Increase retaining height percentage of the distance between the lowest support and the excavation level, limited to a maximum (i.e. Maximum increase retaining height). Enter the user defined partial factor applied to the soil properties: the cohesion, the tangent value of the friction angle, the (saturated and unsaturated) unit weight, used during the Overall Stability verification (chapter 32). Deltares 37 of 416

64 D-SHEET PILING, User Manual Vertical balance factors Enter the user defined partial factor on base resistance γ b applied on the characteristic value of the base resistance of the ground R b;k to get the design value of the base resistance R b;d (Equation 33.1): R b;d = R b;k /γ b This input is available only if the Check vertical balance check-box was enabled in the Model window (section 4.1.1). Click this button to reset all values to the default values prescribed in the Belgian Annex of the Eurocode 7. Note: The default values prescribed by the Belgian Annex of the Eurocode 7 are written at the left of each input area of the User Defined Partial Factors window. If modified, the value appears in red color. For background information on the Belgian Annex of the EuroCode, see section CUR In this window (Figure 4.5) the defaults partial factors prescribed in the CUR 166 Dutch design code are given and can be modified by the user. Those partial factors are used for the following verification methods according to CUR 166: Design Sheet Piling Length (section 5.2.2) Verify Sheet Piling (section 5.2.3) Overall Stability (section 5.2.5) The CUR 166 Dutch design procedure distinguishes three different safety classes called Class I, Class II and Class III which differ by their reliability indexes, see section of 416 Deltares

65 Input Figure 4.5: User Defined Partial Factors window, CUR tab Factors on loads Material factors Geometry modification Overall factors stability Enter the user defined partial factor applied to the different kind of loads: permanent unfavorable load, permanent favorable load, variable unfavorable load, variable favorable load. Enter the user defined partial factor applied to: the cohesion, the tangent value of the friction angle, the modulus of subgrade reaction. Reduction in surface level on passive side Enter the user defined reduction in height applied to the surface level on the passive side. Change in phreatic line on passive side Enter the user defined change in height applied to the phreatic line level on the passive side. Raise in phreatic line on active side Enter the user defined increase in height applied to the phreatic line level on the active side. Enter the user defined partial factor applied to: the driving moment, the cohesion, the tangent value of the friction angle, calculated or used during the Overall Stability verification (chapter 32). Deltares 39 of 416

66 D-SHEET PILING, User Manual Vertical balance factors Enter the user defined partial factor on base resistance γ b applied on the characteristic value of the base resistance of the ground R b;k to get the design value of the base resistance R b;d (Equation 33.1): R b;d = R b;k /γ b This input is available only if the Check vertical balance check-box was enabled in the Model window (section 4.1.1). Click this button to reset all values to the default values prescribed in CUR 166. Note: The default values prescribed by CUR 166 (CUR, 2005) are written at the left of each input area of the User Defined Partial Factors window. If modified, the value appears in red color. For background information on CUR 166 design method, see chapter Project Properties On the menu bar, click Project and then choose Properties to open the input window. The Project Properties window contains four tabs, which allow the settings for the current project to be changed. Project Properties Identification Use the Identification tab to specify the project identification data. Figure 4.6: Project Properties window, Identification tab Titles Date Drawn by Project ID Annex ID Use Title 1 to give the project a unique, easily recognizable name. Title 2 and Title 3 can be added to indicate specific characteristics of the calculation. The three titles will be included on printed output. The date entered here will be used on printouts and graphic plots for this project. Either mark the Use current date check-box to automatically use the current date on each printout, or enter a specific date. Enter the name of the user performing the calculation or generating the printout. Enter a project identification number. Specify the annex number of the printout. 40 of 416 Deltares

67 Input Mark the check-box Save as default to use these settings every time D-SHEET PILING is started or a new project is created. Project Properties Diagram Settings Use the Diagram Settings tab to specify the availability of components in the main window and the layout settings for the Input Diagram window. Figure 4.7: Project Properties window, Diagram Settings tab Rulers Large cursor Info bar Grid Snap to Grid Grid distance Same scale for x and y axis Identification names Loads Supports Level markers Material colors Layers Mark this check-box to display the horizontal and vertical rulers. Mark this check-box to use the large cross hair cursor instead of the small one. Mark this check-box to display the information bar at the bottom of the Input Diagram window. Mark this check-box to display a grid in each Input Diagram window. Mark this check-box to ensure that objects align to the grid automatically when they are moved or positioned in a drawing window. This option applies only to graphical input. Use this field to set the distance between grid points. Mark this check-box to use the same scale for the horizontal and vertical directions. Mark this check-box to display the names of the soil layers in the Input Diagram window. Mark this check-box to display loads in the Input Diagram window. This option is available only for a sheet pile wall or a pile loaded by forces. Mark this check-box to display supports in the Input Diagram window. Mark this check-box to display the markers of the phreatic levels (right and left) and the different layers levels. Mark this check-box to display each soil material using a different color. It is recommended that this option is deselected if printouts are to be photo-copied or faxed. This option can only be used if the check-box Identification names has been marked. Soil layers may be identified by their material name, their index in the list of materials, or their index in the list of layers in the soil profile. Deltares 41 of 416

68 D-SHEET PILING, User Manual Overall scale Use these toggle buttons to indicate whether the calculated quantities such as the stresses, displacements, moments and transverse forces are to be displayed using a scale based upon the maximum values for each phase (OFF) or the maximum values over all construction stages (ON). Project Properties Chart Settings Use the Chart Settings tab to specify the display settings for the graphic representation of calculation results chapter 6. Figure 4.8: Project Properties window, Chart Settings tab Layer boundaries Material colors Draw layer over full width Envelope displaying overall minimum and maximum Draw level markers Draw sheet piling elements Identification names Overall scale Mark this check-box to display dotted lines between soil boundaries. Mark this check-box to display material using different colors. Mark this check-box to draw layers over the full width of the chart. Mark this check-box to display a gray line showing the maximum and minimum values for all stages. Mark this check-box to display the markers of the phreatic levels (right and left) and the different layers levels. Mark this check-box to display the sheet piling element, with its name beside. Mark this check-box to display the names of the soil layers. Use these toggle buttons to indicate whether the calculated quantities such as the stresses, displacements, moments and transverse forces are to be displayed using a scale based upon the maximum values for each phase (Off) or the maximum values over all construction stages (On). 42 of 416 Deltares

69 Input View Input File On the menu bar, click Project and then choose View Input File to display an overview of the input data. The data will be displayed in the D-SHEET PILING main window. Window icon to print the file. Click on the Print Active 4.2 Construction menu Every new analysis starts with the input of data on the sheet piling, combined wall, single pile or diaphragm wall. This data will apply to every construction stage Sheet Piling The Sheet Piling window is available in the Construction menu only if the Sheet piling model in the Model window (section 4.1.1) is selected. On the menu bar, click Construction and then choose Sheet Piling to open the input window for regular sheet piling. Combined walls can also be generated via a special wizard (see section 4.2.2). The content of the window will be different for an Elastic or a Plastic calculation Sheet Piling Elastic Calculation First, the top level of the sheet piling is entered. Next, click the Insert row button to insert a new row or click the Add row button to add one. The stiffness and/or acting width for each section can be varied. Alternatively, use the Paste icon to paste the complete content from an external source into the table. Figure 4.9: Sheet Piling window for Elastic calculation Sheet piling top level Import profile from library Name Enter the top level of the sheet piling in relation to a freely chosen reference level. See section This option allows the name and bending stiffness of the section to be selected from a library. The library contains the standard profiles of different manufacturers and additional user-defined ones (section 4.2.3). The default name of the section can be changed here if desired. Deltares 43 of 416

70 D-SHEET PILING, User Manual Material type Section bottom level Elastic stiffness EI Acting width Allow. elas. charac. moment Modification factor Material factor Reduction factor maximum moment Allow. elas. design moment Select the material of the sheet piling from the available drop-down list: User defined, Steel, Concrete, Wood, Synthetic. D-SHEET PILING will automatically determine the value of the material factor γ M as given in the Dutch norm, except for User defined for which γ M must be entered by the user. Enter the vertical co-ordinate of the bottom of the sheet piling, in relation to the reference level. Use several sections if the bending stiffness varies along the vertical axis of the sheet piling. Note: Sheet piling length may not be larger than 100 m. Enter the bending stiffness of the section (product of Young s Modulus E and moment of inertia I) per running meter if it has not already been imported from a library. The acting width can be used when the effective width changes along the sheet piling (section ). D-SHEET PILING uses the acting width as a multiplication factor for the sheet piling stiffness and all loads, supports and reactions, except the normal force, see Equation 27.1 in chapter 27. Enter the characteristic value (i.e. without safety factors) of the allowable elastic moment M charac;el. Enter the modification factor k mod to count for duration life of the synthetic material. For long term situation, the Dutch norm NEN 6702 prescribes a modification factor of 0.45 and for short term situation, a factor of 0.5. Enter the partial safety factor γ M, only if the User defined material type is selected. Otherwise, the program will automatically apply the following factors (acc. to the corresponding Eurocode) to calculate the design allowable moment: Steel: γ M = γ Mo = 1, acc. to Eurocode 3 Part 5, art (4) ; Concrete: γ M = γ C = 1.1, acc. to Eurocode 2 Part 1.1, art ; Wood: γ M = γ M,fi = 1, acc. to Eurocode 5 Part 1-2, art. 2.3(1); Synthetic: γ M = 1.2 Enter the reduction factor applied to the maximum allowable moment f Mmax. This reduction factor can be for example factor β B < 1 as defined in article 5.2.2(2) of Eurocode 3 - Part 5 that takes account of a possible lack of shear force transmission in the interlocks of a sheet piling for single and double U-piles. The design value of the maximum allowable elastic moment M design;el is automatically calculated by the program using the following formula: M design;el = M charac;el k mod f Mmax γ M where: k mod is the modification factor, γ M is the material factor, f Mmax is the reduction factor applied to the maximum moment. The limit value M design;el is used in the diagram of the moment to help the user to check if the maximum design moment is reached or not, see Figure 6.12 in section of 416 Deltares

71 Input Reduction factor EI Note to reduction factor Enter the reduction factor f EI applied to the stiffness EI. The corrected factor is EI corrected = EI f EI. This reduction factor can be for example factor β D < 1 as defined in article 6.4(3) of Eurocode 3 - Part 5 accounting for the possible reduction due to insufficient shear force transmission in the interlocks. Enter a note to describe why a reduction factor is applied. If the Check vertical balance option in the Model window of (section 4.1.1) is selected, additional input data are needed for the vertical balance check: Height Coating area Section area Elastic section modulus W_el (Feasibility) Max point resistance (p_r;max;point) Xi factor (according to EC7; depends on number of CPTs) The thickness of the sheet piling profile, i.e. the height of the crosssection. The area of coating of the sheet piling (> 1). This is defined as the length of the perimeter of the sheet piling section per running meter of wall. Note: This parameter should be used for the vertical force balance check (chapter 33) in the unplugged case. However, according to article 5.3 of the CUR 166 recommendations (part 1), the coating area has to be used only in case of a single pie, not in case of a retaining wall. Therefore, for unplugged case, the program uses a wall surface of 1 m 2 /m. The cross-sectional area of the sheet piling, per running meter. The section modulus (also called resisting moment in the Netherlands) of the sheet piling, per running meter, used for a Feasibility control (chapter 7). The representative cone resistance of the soil at the bottom of the sheet piling. This is equal to the maximum point resistance q b;max as defined in article (e) of the Dutch Annex of Eurocode 7 (NEN, 2012), see Equation 33.6 in chapter 33. The maximum point resistance q b;max is used to calculate R b;k, the characteristic value of the base resistance, according to article (5) of Eurocode 7: R b;k = R b;cal = A b q b;max ξ ξ where A b is the base area under the (sheet) pile. The correlation factor ξ as defined in article (5) of Eurocode 7 (NEN-EN, March 2005): R b;cal + R s;cal R c;k = R b;k + R s;k = = { ξ (Rc;cal ) min mean ; (R } c;cal) min ξ 3 ξ 4 where: R c;k is the characteristic compressive resistance of the ground, R b;k is the characteristic value of the base resistance, R s;k is the characteristic value of the shaft resistance. ξ 3 and ξ 4 are correlation factors depending on the number n of CPTs. For n = 1, ξ = 1.40 acc. to Table A.10 of the general Eurocode 7 (NEN-EN, March 2005) and ξ = 1.39 acc. to the Dutch Annex of the Eurocode 7 (NEN, 2012) (default in D-SHEET PILING). Deltares 45 of 416

72 D-SHEET PILING, User Manual If the Settlement by vibration option in the Model window of (section 4.1.1) is selected, additional input data are needed: Width of sheet piles Number of simultaneously installed piles The width of the sheet piles, used for the calculation of the settlements due to vibratory installation and removal of sheet piles (chapter 39). The number of piles which are installed simultaneously (chapter 39). Note: If the acting width changes at the position of a load, anchor or support, D-SHEET PILING will use the width below this position as the acting width per meter for this load or support Sheet Piling Plastic Calculation The content of the Sheet Piling window for a plastic calculation is identical to the elastic calculation but with extra inputs. Figure 4.10: Sheet Piling window for Plastic calculation Edit moment curvature diagram Plastic moment positive Plastic moment negative Admiss. plas. charac. moment This option opens the Moment-Curvature Diagram (M-N-Kappa) window (Figure 4.11) in which the elasto-plastic behaviour of the sheet pile can be defined, using 2 branches. In this window, the momentcurvature diagram is also displayed. See Figure See Figure Enter the characteristic value (i.e. without safety factors) of the allowable elastic moment M charac;pl. 46 of 416 Deltares

73 Input Admiss. plas. design moment The design value of the maximum allowable plastic moment M design;pl is automatically calculated by the program using the following formula: M design;pl = M charac;pl k mod f Mmax γ M where: k mod is the modification factor, γ M is the material factor, f Mmax is the reduction factor applied to the maximum moment. The limit value M design;pl is used in the diagram of the moment to help the user to check if the maximum design moment is reached or not, see Figure 6.12 in section See Figure 4.9 for the definition of the other parameters. Figure 4.11: Moment-Curvature Diagram (M-N-Kappa) window for a plastic sheet piling calculation (2 branches) Name Section bottom level Thickness Elastic stiffness EI Plastic moment positive Symmetric The default name of the section can be changed here if desired. Enter the vertical co-ordinate of the bottom of the sheet piling, in relation to the reference level. Use several sections if the bending stiffness varies along the vertical axis of the sheet piling. Note: Sheet piling length may not be larger than 100 m. The thickness of the sheet piling profile, i.e. the height of the crosssection. Enter the flexural elastic stiffness of the section, called EI elastic in Figure 4.12, (product of Young s Modulus E and moment of inertia I) per running meter if it has not already been imported from a library. Enter the plastic moment of the positive part of the moment-curvature diagram (in compression), called M pl in Figure Mark this option in case of a symmetric moment-curvature diagram. Deltares 47 of 416

74 D-SHEET PILING, User Manual Plastic moment negative Enter the plastic moment of the negative part of the moment-curvature diagram (in traction), called M pl;neg in Figure If option Symmetric is marked, the Plastic moment negative is automatically equal to the Plastic moment positive. Figure 4.12: Moment-Curvature relationship using 2 branches Combined wall wizard In the Sheet Piling window (Figure 4.9 or Figure 4.10), click the button to open the Design Combined Wall window (Figure 4.13). D-SHEET PILING will use the properties of the pile and the sheet piling to determine the effective bending stiffness and acting width of the wall above and below the bottom of the sheet piling. Note: The Combined Wall wizard will yield output of the bending moment for the center-tocenter distance between two piles, e.g. the discrete moment for a pile and the attached part of the sheet piling. For a section with single piles, the soil reaction must be manually modified to model the effect of arching, see section and section For background information on this topic, see section of 416 Deltares

75 Input Figure 4.13: Design Combined Wall window Name Material type Bottom Level Stiffness EI (Piles) Stiffness EI (Sheet pile) Diameter Width Height Maximum elastic moment Maximum plastic moment Section area Coating area Enter the profile name. Select the material of the sheet piling from the available drop-down list: User defined, Steel, Concrete, Wood, Synthetic. Enter the bottom level for the piles and the sheet pile. Enter the bending stiffness (product of Young s Modulus E and moment of inertia I) of the single piles. Enter the bending stiffness (product of Young s Modulus E and moment of inertia I) of the sheet piling, per running meter. Enter the diameter of the single piles. Enter the width of one sheet pile. Enter the thickness of the sheet pile profile, i.e. the height of the crosssection. Enter the admissible elastic characteristic moment. This limit value is used in the diagram of the moment to help the user to check if the maximum elastic moment is reached or not, see section Enter the admissible plastic characteristic moment. This limit value is used in the diagram of the moment to help the user to check if the maximum plastic moment is reached or not, see section Enter the cross-sectional area for the piles and the sheet pile, per running meter. Enter the area of coating of the sheet pile (> 1). This is defined as the length of the perimeter of the sheet pile section per running meter of wall. Click the Import button to import the sheet pile or piles from the D-SHEET PILING library (section 4.2.3). Deltares 49 of 416

76 D-SHEET PILING, User Manual Number of sheet piles Enter the number of sheet piles between each pair of single piles. Note: When using the Combined Wall wizard, the program assumes a material factor γ M and a modification factor k mod of 1 (i.e. steel), see Figure If other materials than steel are used, the user has to enter its own values for γ M and k mod by selecting a User defined material type. Figure 4.14: Sheet Piling window, Result of using the combined wall wizard (per centerto-center distance) Profiles Library The Sheet Piling window section 4.2.1, the Combined Wall window (section 4.2.2) and the single Pile window (section 4.2.4) allow the import of sheet piling properties from a library. Click the or buttons in these windows to open the Sheet Piling Profiles window (Figure 4.15). In this window the properties of both sheet piling and single piles can be selected. The window (Figure 4.20) contains separate tabs for: section Steel/Concrete/Synthetic sheet pilings and piles from manufacturers/distributors; section User-defined sheet pilings and piles Profiles Library from manufacturers/distributors The window contains separate tabs for hot rolled steel sheet piling, cold formed steel sheet piling, synthetic sheet piling and single piles from different manufacturers/distributors. There are also separate tabs for user-defined sheet piling and user defined single piles, see Figure Hot rolled sheet piles 50 of 416 Deltares

77 Input Figure 4.15: Sheet Piling Profiles Library window, Hot rolled sheet piles tab EI M elastic M plastic Section Area Wel Width The bending stiffness. The maximum moment for elastic behavior at zero normal force. Sxxx means steel with a yield stress of xxx N/mm 2. The maximum moment for plastic behavior at zero normal force. Sxxx means steel with a yield stress of xxx N/mm 2. The cross sectional area of the profile. This value is not yet used by D-SHEET PILING. The section modulus (also called resisting moment in the Netherlands) for elastic behavior. This value is used for a Feasibility control (chapter 7). The width of a single pile. D-SHEET PILING uses this value for single pile and combined wall analysis. User defined profiles and groups can be added via the Add and the Edit buttons (Figure 4.21), and deleted using the Delete button. Cold formed sheet piles Figure 4.16: Sheet Piling Profiles Library window, Cold formed sheet piles tab This tab is identical to Hot rolled sheet piles tab except that the steel qualities are different: Deltares 51 of 416

78 D-SHEET PILING, User Manual S235, S275 and S355. See Figure 4.15 for the definition of the parameters. Synthetic sheet piles Figure 4.17: Sheet Piling Profiles Library window, Synthetic sheet piles tab See Figure 4.15 for the definition of the parameters. Combined sheet piles Figure 4.18: Sheet Piling Profiles Library window, Combined sheet piles tab 52 of 416 Deltares

79 Input Factor k_mod Factor gamma_m Enter the modification factor k mod to count for duration life of the synthetic material. For long term situation, the Dutch norm NEN 6702 prescribes a modification factor of 0.45 and for short term situation, a factor of 0.5. This factor is used to determine the admissible design moment from the admissible characteristic moment, using the following equation: M design = M charac k mod f Mmax γ M Enter the partial safety factor γ M. This factor is used to determine the admissible design moment from the admissible characteristic moment, using equation above. See Figure 4.15 for the definition of the other parameters. Piles Figure 4.19: Sheet Piling Profiles Library window, Piles tab See Figure 4.15 for the definition of the parameters User Defined Profiles Library All properties (except width) are given per running meter for Sheet piles, Concrete sheet piles and User defined sheet piles. The properties for Piles and User defined piles are given per single pile. The location of the data file containing user defined profiles can be changed via the Tools menu section 3.2. Deltares 53 of 416

80 D-SHEET PILING, User Manual Figure 4.20: Sheet Piling Profiles Library window, User defined piles tab EI M elastic M plastic Section area W_el Width The bending stiffness. The maximum allowable moment for elastic behavior at zero normal force. The maximum allowable moment for plastic behavior at zero normal force. The cross sectional area of the profile. This value is not yet used by D-SHEET PILING. The elastic section modulus W el (also called resisting moment in the Netherlands). This value is not yet used by D-SHEET PILING. The width of a single pile. D-SHEET PILING uses this value for single pile and combined wall analysis. User defined profiles and groups can be added via the Add and the Edit buttons (Figure 4.21), and deleted using the Delete button. Figure 4.21: Piles library, Add Pile to user defined 54 of 416 Deltares

81 Input Group name Profile name Stiffness EI Elastic moment Plastic moment Section area Resisting moment W Width Select or enter a name for the group of profiles. Enter the name of the profile. Enter the bending stiffness of the profile Enter the maximum allowable moment for elastic behavior with zero applied normal force. Enter the maximum allowable moment for plastic behavior with zero applied normal force. Enter the cross sectional area of the profile. This value is not currently used by D-SHEET PILING. Enter the elastic section modulus W el (also called resisting moment in the Netherlands). This value is not yet used by D-SHEET PILING. Enter the width of a single pile. D-SHEET PILING uses this value when performing a single pile or combined wall analysis Single Pile The Pile option is available in the Construction menu only if the Single pile model in the Model window (section 4.1.1) is selected. On the menu bar, click Construction and then choose Pile to open the input window. The content of the window will be different for an Elastic or a Plastic calculation Single Pile Elastic Calculation First, the top level of the pile is entered. Next, click the Insert row button to insert a new row or click the Add row button to add one. The stiffness and/or diameter can be varied for each section. Alternatively, use the Paste icon to paste the complete content from an external source into the table. Figure 4.22: Pile window for Elastic calculation Pile top level Import profile from library Name Enter the top level of the pile in relation to a freely chosen reference level. Click here to import the name, diameter and bending stiffness of the section from the D-SHEET PILING library (section 4.2.3). Change the default name for the section, if desired. Deltares 55 of 416

82 D-SHEET PILING, User Manual Material type Select the material of the sheet piling from the available drop-down list: User defined, Steel, Concrete, Wood, Synthetic. D-SHEET PILING will automatically determine the value of the material factor γ M as given in the Dutch norm, except for User defined for which γ M must be entered by the user. Section bottom Enter the vertical co-ordinate of the bottom of the pile, in relation to level the reference level. Use several sections if the bending stiffness varies along the depth. Elastic Enter the elastic bending stiffness (product of Young s Modulus E and stiffness EI moment of inertia I) of the pile for each section. Diameter Enter the equivalent diameter of the pile. D-SHEET PILING uses this value as the acting width for the soil reaction. Allow. elas. charac. moment Enter the characteristic value (i.e. without safety factors) of the allowable elastic moment M charac;el. Modification factor Material factor Enter the modification factor k mod to count for duration life of the synthetic material. For long term situation, the Dutch norm NEN 6702 prescribes a modification factor of 0.45 and for short term situation, a factor of 0.5. Enter the partial safety factor γ M, only if the User defined material type is selected. Otherwise, the program will automatically apply the following factors (acc. to the corresponding Eurocode) to calculate the design allowable moment: Steel: γ M = γ Mo = 1, acc. to Eurocode 3 Part 5, art (4) ; Concrete: γ M = γ C = 1.1, acc. to Eurocode 2 Part 1.1, art ; Wood: γ M = γ M,fi = 1, acc. to Eurocode 5 Part 1-2, art. 2.3(1); Synthetic: γ M = 1.2 Reduction factor maximum moment Allow. elas. design moment Reduction factor EI Note to reduction factor Enter the reduction factor applied to the maximum allowable moment f Mmax. This reduction factor can be for example factor β B < 1 as defined in article 5.2.2(2) of Eurocode 3 - Part 5 that takes account of a possible lack of shear force transmission in the interlocks of a sheet piling for single and double U-piles. The design value of the maximum allowable elastic moment M design;el is automatically calculated by the program using the following formula: M design;el = M charac;el k mod f Mmax γ M where: k mod is the modification factor, γ M is the material factor, f Mmax is the reduction factor applied to the maximum moment. The limit value M design;el is used in the diagram of the moment to help the user to check if the maximum design moment is reached or not, see Figure 6.12 in section Enter the reduction factor f EI applied to the stiffness EI. The corrected factor is EI corrected = EI f EI. This reduction factor can be for example factor β D < 1 as defined in article 6.4(3) of Eurocode 3 - Part 5 accounting for the possible reduction due to insufficient shear force transmission in the interlocks. Enter a note to describe why a reduction factor is applied. 56 of 416 Deltares

83 Input Note: Input data must be design values as no safety system is included with the Single Pile module Single Pile Plastic Calculation The content of the Single Pile window for a plastic calculation is identical to the elastic calculation but with extra inputs. Figure 4.23: Pile window for Plastic calculation Edit moment curvature diagram EI branch 2 positive EI branch 3 positive EI branch 2 negative EI branch 3 negative Moment point 1 positive Moment point 2 positive Plastic moment positive Moment point 1 negative Moment point 2 negative Plastic moment negative Admiss. plas. charac. moment This option opens the Moment-Curvature Diagram (M-N-Kappa) window (Figure 4.24) in which the elasto-plastic behaviour of the pile can be defined, using 4 branches. In this window, the moment-curvature diagram is also displayed. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. See Figure 4.24 below. Enter the characteristic value (i.e. without safety factors) of the allowable elastic moment M charac;pl. Deltares 57 of 416

84 D-SHEET PILING, User Manual Admiss. plas. design moment The design value of the maximum allowable plastic moment M design;pl is automatically calculated by the program using the following formula: M design;pl = M charac;pl k mod f Mmax γ M where: k mod is the modification factor, γ M is the material factor, f Mmax is the reduction factor applied to the maximum moment. The limit value M design;pl is used in the diagram of the moment to help the user to check if the maximum design moment is reached or not, see Figure 6.12 in section See Figure 4.22 for the definition of the other parameters. Figure 4.24: Moment-Curvature Diagram (M-N-Kappa) window for a plastic pile calculation (4 branches) Name Section bottom level Elastic stiffness EI EI branch 2 positive EI branch 3 positive Moment point 1 positive The default name of the section can be changed here if desired. Enter the vertical co-ordinate of the bottom of the sheet piling, in relation to the reference level. Use several sections if the bending stiffness varies along the vertical axis of the sheet piling. Note: Sheet piling length may not be larger than 100 m. Enter the elastic flexural stiffness (branch 1), called EI elastic in Figure 4.25, which is the product of elastic Young s Modulus E and moment of inertia I. Enter the flexural stiffness of the 2 nd branch of the moment-curvature diagram (in compression), called EI 2 in Figure Enter the flexural stiffness of the 3 rd branch of the moment-curvature diagram (in compression), called EI 3 in Figure Enter the limit moment of the of the 1 st branch of the moment-curvature diagram (in compression), called M 1 in Figure of 416 Deltares

85 Input Moment point 2 positive Plastic moment positive Symmetric EI branch 2 negative EI branch 3 negative Moment point 1 negative Moment point 2 negative Plastic moment negative Enter the limit moment of the of the 2 nd branch of the moment-curvature diagram (in compression), called M 2 in Figure Enter the plastic moment of the positive part of the moment-curvature diagram (in compression), called M pl in Figure Mark this option in case of a symmetric moment-curvature diagram. Enter the flexural stiffness of the 2 nd branch of the moment-curvature diagram (in traction), called EI 2;neg in Figure If option Symmetric is marked, the EI branch 2 negative is automatically equal to the EI branch 2 positive. Enter the flexural stiffness of the 3 rd branch of the moment-curvature diagram (in traction), called EI 3;neg in Figure If option Symmetric is marked, the EI branch 3 negative is automatically equal to the EI branch 3 positive. Enter the limit moment of the of the 1 st branch of the moment-curvature diagram (in traction), called M 1;neg in Figure If option Symmetric is marked, the Moment point 1 negative is automatically equal to the Moment point 1 positive. Enter the limit moment of the of the 2 nd branch of the moment-curvature diagram (in traction), called M 2;neg in Figure If option Symmetric is marked, the Moment point 2 negative is automatically equal to the Moment point 2 positive. Enter the plastic moment of the negative part of the moment-curvature diagram (in traction), called M pl;neg in Figure If option Symmetric is marked, the Plastic moment negative is automatically equal to the Plastic moment positive. Figure 4.25: Moment-Curvature relationship using 4 branches The curvature κ of the three points of the moment-curvature relationship in Figure 4.25 is Deltares 59 of 416

86 D-SHEET PILING, User Manual given by: κ 1 = M 1 EI elastic κ 2 = κ 1 + M 2 M 1 EI 2 κ 3 = κ 2 + M pl M 2 EI 3 κ 1;neg = M 1;neg EI elastic (4.1) κ 2;neg = κ 1;neg + M 2;neg M 1;neg EI 2;neg (4.2) κ 3;neg = κ 2;neg + M pl M 2;neg EI 3;neg (4.3) Diaphragm Wall The Diaphragm Wall option is available in the Construction menu only if the Diaphragm wall model in the Model window (section 4.1.1) is selected. On the menu bar, click Construction and then choose Diaphragm Wall to open the input window. The content of the Diaphragm Wall window is identical to the Sheet Piling window for plastic calculation but with extra inputs, as the elasto-plastic behaviour of the diaphragm wall contains 4 branches. Figure 4.26: Diaphragm Wall window See Figure 4.22 and for the definition of the parameters. 60 of 416 Deltares

87 Input Figure 4.27: Moment-Curvature Diagram (M-N-Kappa) window for a diaphragm wall calculation Thickness The thickness of the sheet piling profile, i.e. the height of the crosssection. See Figure 4.24 and Figure 4.25 for the definition of the other parameters. 4.3 Soil menu The Soil menu is used to enter the soil properties for the analysis Surfaces On the menu bar, click Soil and then choose Surfaces. In the window displayed (Figure 4.28), the positions of the various ground surfaces, that will occur on different sides of the sheet piling during the different stages, can be specified. Use the Stage Composer or the Stages Overview window to connect the surfaces (for each stage) to the left or right of the sheet pile wall. Figure 4.28: Surfaces window Deltares 61 of 416

88 D-SHEET PILING, User Manual Up to 10 surfaces can be specified. To add a surface, click Add. The name of the new surface is displayed in an appearing edit-box. Change the name as required. Enter the first co-ordinate (horizontal in relation to the sheet piling, vertical in relation to the reference level). Click the Add row button to add the next co-ordinate. Alternatively, use the Paste button, to paste the complete content from an external source into the table. Distance & Level Both the Distance from the sheet piling and Level of that part of the surface are expressed in meters. The level is specified in relation to the reference level. D-SHEET PILING can only convert a non-horizontal surface to horizontal wall pressures in case of the c, phi, delta method (section 4.6.1). The relevant calculation method must be selected for each construction stage Soil Materials for Sheet Piling On the menu bar, click Soil and then choose Materials to open the input window. In this window, the names and properties of the soil layers can be entered. Specify the names of the soil materials in the left-hand table. The soil materials entered here can be connected to their geometry using the Soil Profiles input window (section 4.3.4). In the Soil Materials window, the following data can be added: (section ) General soil parameters for each material; (section ) Earth pressure coefficients for each material; (section ) Curve settings, to define the type of stress-displacement curve; (section ) Modulus of subgrade reaction for each material; (section ) Settlement by vibration coefficients for each material. Figure 4.29: Soil Materials window for the K a, K 0, K p soil parameters or Mixed models 62 of 416 Deltares

89 Input Figure 4.30: Soil Materials window for the c, ϕ, δ soil parameters model Now the soil materials can be linked to the soil profiles and the water properties for the soil can be determined, both described in section General The general soil parameters for a particular soil material can be specified in this sub-window (Figure 4.31). Figure 4.31: Soil Materials window, General sub-window Unsat. total unit weight Sat. total unit weight Cohesion Friction angle phi Delta friction angle Shell factor Enter the weight of a unit volume of soil above the water table (generally unsaturated). Enter the weight of a unit volume of soil below the water table (generally saturated). Enter the drained cohesion. Enter the friction angle of soil. Enter the friction angle between soil and sheet piling. For background information, see section Enter the shell factor of the soil to take into account the effect of arching. This factor will be automatically applied on passive and active earth pressure coefficients and on moduli of subgrade reaction. For background information, see section Deltares 63 of 416

90 D-SHEET PILING, User Manual Overconsolidation ratio (OCR) Grain type Enter the overconsolidation ratio of the soil. Select the grain type: Fine or Coarse. Usually Fine is used for clay, loam and peat whereas Coarse is used for sand and gravel Earth pressure coefficients In this sub-window the earth pressure coefficients can be entered or generated. D-SHEET PILING will use these values only for those parts or stages where the C, ϕ, δ soil parameters model (section 4.6.2) has not been selected. Figure 4.32: Soil Materials window, Earth pressure coefficients sub-window Manual Müller-Breslau (Straight slip surfaces) Kötter (Curved slip surfaces) Active, Neutral or Passive Mark this check-box to enter the earth pressure coefficients manually. Mark this check-box to get D-SHEET PILING to determine earth pressure coefficients according to Müller-Breslau section Mark this check-box to get D-SHEET PILING to determine earth pressure coefficients according to Kötter section If Manual is selected, the values for the active, neutral, and passive earth pressure coefficients (K a, K 0, K p ) should be entered manually. The following restriction applies: 0 K a K 0 K p. If Manual is not selected, the active, neutral, and passive earth pressure coefficients (K a, K 0, K p ) are calculated automatically by D-SHEET PILING Curve Settings In the Soil Materials window, click the Curve Settings button to open the Curve Settings (for all Materials) window (Figure 4.33) in which the type of stress-displacement diagram that will be used for all layers can be defined. Figure 4.33: Curve Settings (for all Materials) window 64 of 416 Deltares

91 Input Modulus of subgrade reaction type Use an unloading/ reloading curve Number of curves for spring characteristics The Secant definition is based on the stress-displacement diagram according to CUR 166 of subgrade reaction. This diagram always uses three branches, with intersections at 50, 80 and 100 % of K a K p (see Figure 4.35 below) The slope of the different branches is defined indirectly, via the three secant moduli at the intersection points. The Tangent (D-SHEET PILING Classic) definition is based on a user-defined number of branches (number of curves), with the slope of each branch defined directly by the tangent modulus (see Figure 4.38 below). Mark this check-box to use an elasto-plastic model with a different (elastic) stiffness during unloading and reloading. Also see the input description for the modulus of subgrade reaction (below). Specify this value to use multiple branches in the diagram of stress versus displacement during virgin loading. The maximum number is 4. Also see the input description for the modulus of subgrade reaction (below) and for the earth pressure coefficients (above). This option is only used with the Tangent (D-SHEET PILING Classic) definition Modulus of subgrade reaction The content of the sub-window Modulus of subgrade reaction depends on the selected modulus of subgrade reaction type in the Curve Settings (for all Materials) window. Modulus of subgrade reaction Secant This sub-window only appears if the Secant definition has been selected in the Curve Settings window. In this sub-window the secant moduli can be defined according to CUR 166, either by selection of a predefined soil type, or by manual input. Figure 4.34: Soil Materials window, Modulus of subgrade reaction Secant sub-window k1, k2, k3 Enter values for the secant moduli at 50, 80 and 100% of K a K p (Figure 4.35), on the Top side and Bottom side of each soil layer. D-SHEET PILING also applies the k 1 value to unloading and reloading if the Use an unloading/reloading curve option has been selected in the Curve Settings window. Deltares 65 of 416

92 D-SHEET PILING, User Manual Select from CUR 166 (Table 3.3) Click this button to select a soil type directly from table 3.3 of the CUR 166 (CUR, 2005) (Figure ). The soil type indication in the first column includes typical values of the CPT resistance q c (in MPa) for sand and typical values of undrained cohesion C u (in kpa) for clay and peat. Only lowest values are given in D-SHEET PILING to use the highest value the user must manually multiply the lowest value by horizontal stress k 1 k 2 k 3 k p σ v K a σ v 50% 80% 100% horizontal displacement Figure 4.35: Secant definition of stress-displacement diagram (CUR 166) Figure 4.36: CUR 166 (Table 3.3) window 66 of 416 Deltares

93 Input Modulus of subgrade reaction Tangent (D-SHEET PILING Classic) This sub-window appears when the Tangent (D-SHEET PILING Classic) definition has been selected in the Curve Settings window. In this sub-window the tangent moduli can be manually defined, according to the classic D-SHEET PILING definition. Figure 4.37: Soil Materials window, Modulus of subgrade reaction Tangent (D-Sheet Piling Classic) sub-window The following values can be specified for the tangent modulus of subgrade reaction at the top and bottom sides of the soil layer (see Figure 4.38, below). k0 unloading Enter the value for unloading/reloading, if this option was selected in /reloading the Curve Settings window (see above). k1,..., k4 Enter values for the tangent moduli, at the Top side and the Bottom side of the soil layer, of the different branches. 1-3 [%] Define the intersection points of the branches, by entering the corresponding stress levels as a percentage of K a K p. horizontal soil stress σ H arctan k 4 passive: K p σ v arctan k 3 active: K a σ v neutral: K 0 σ v arctan k 2 1[%] 2[%] 3[%] 100% arctan k 1 horizontal displacement Figure 4.38: Tangent definition of stress-displacement diagram (D-Sheet Piling classic) Note: When importing a CPT, the tangent moduli of subgrade reaction are automatically filled in using extrapolated values from Table 3.3 of CUR 166, as the soil materials list contains more materials than those listed in Table 3.3 of CUR 166. The extended values can be found in section Deltares 67 of 416

94 D-SHEET PILING, User Manual Settlement by vibration coefficients The sub-window Settlement by vibration coefficients only appears if the Settlement by vibration option in the Model window was selected (section 4.1.1). Figure 4.39: Soil Materials window, Settlement by vibration sub-window Relative density Enter the relative density of the soil in [%]. The relative density (or density index) I D is the ratio of the difference between the void ratios of a cohesion-less soil in its loosest state and existing natural state to the difference between its void ratio in the loosest and densest states: I D = emax e e max e min 100 The relative density depends on the consistency of the soil as shown in Table 4.1. The default value in D-SHEET PILING is 72.5%. Horizontal permeability Enter the horizontal permeability of the soil in [m/s]. The default value in D-SHEET PILING is 10 3 m/s. Soil layer type Select the type of soil from the drop-down menu. Table 4.1: Relative density as a function of the consistency of the soil Consistency Relative density I D [%] Very loose 0 to 15 Loose 15 to 35 Medium loose 35 to 65 Dense 65 to 85 Very dense 85 to Soil Materials for Single Pile On the menu bar, click Soil and then choose Materials to open the input window. In this window, the names and properties of the soil materials can be entered. Specify the names of the soil materials in the left-hand table. The soil materials entered here can be connected to their geometry using the Soil Profiles input window (section 4.3.4). For Single pile model, the content of the Soil Materials window depends on the loading type: For loading by forces and by user-defined soil displacements, the General soil parameters, the Earth pressure coefficients and the Modulus of subgrade reaction must be specified for each material; For loading by calculated soil displacements, only the General soil parameters must be specified for each material. 68 of 416 Deltares

95 Input Soil Materials for Single pile loaded by forces Figure 4.40: Soil Materials window for Single Pile loaded by forces General: Unsat. total unit weight Sat. total unit weight Cohesion Friction angle phi Enter the weight of a unit volume of soil above the water table (generally unsaturated). Enter the weight of a unit volume of soil below the water table (generally saturated). Enter the drained cohesion. Enter the friction angle of soil. Earth pressure coefficients: Method Select Brinch-Hansen for determination of the earth pressure coefficient from the input cohesion and friction section or Manual to enter user-defined values. Active, Neutral or If Manual is selected, then enter values for the Active, Neutral, and Passive earth pressure coefficients (K a, K 0, K p ). The following restriction Passive applies: 0 K a K 0 K p. Note: When using the Brinch-Hansen method the same soil material should not be used at different depths in a soil profile. Instead a copy of the soil should be made, with a different name. See section for more information. Note: Active and neutral earth pressure coefficients normally need to be set to zero for the situation of a single pile loaded by soil displacement. This means that the input value for the passive earth pressure coefficient leads to the effective resisting pressure, taking the effect of arching into account. Selecting Brinch-Hansen will cause this to happen automatically. Modulus of subgrade reaction: User-defined values for the modulus of subgrade reaction can be entered in this sub-window. Alternatively, for a pile loaded by forces, D-SHEET PILING can calculate the modulus of subgrade reaction according to Ménard s theory. Deltares 69 of 416

96 D-SHEET PILING, User Manual Figure 4.41: Soil Materials window, Modulus of subgrade reaction sub-window (Pile loaded by forces) Emod Ménard Soil type Ménard k If Menard is selected, then D-SHEET PILING will determine the modulus of subgrade reaction from the input of the pressiometric modulus and the soil type. The background description on Ménard s theory (section ) includes a correlation between the pressiometric modulus and the cone resistance. The option Menard is only available for single piles loaded by forces (section 4.1.1). If Manual is selected, the values for the modulus of subgrade reaction at the top and bottom side of a layer can be entered manually Soil Materials for Single pile loaded by user-defined soil displacements The input is identical to Soil Materials window for Single pile loaded by forces (Figure 4.40) except that the Modulus of subgrade reaction can only be user-defined. Figure 4.42: Soil Materials window for Single pile loaded by user-defined soil displacements 70 of 416 Deltares

97 Input Soil Materials for Single pile loaded by calculated soil displacements The automatic calculation of horizontal soil displacements is based on De Leeuw tables (De Leeuw, 1963). The stresses and displacements from those tables are used to automatically determine the modulus of subgrade reaction at each depth. For background information, see section The earth pressure coefficients are automatically determined at each depth using Brinch- Hansen theory from the input cohesion and friction. Both values of the modulus of subgrade reaction and the passive earth pressure coefficient can be found in the Input section of the Report window (section 6.2). Figure 4.43: Soil Materials window for Single pile loaded by calculated soil displacements Unsat. total unit weight Sat. total unit weight Cohesion Friction angle phi Enter the weight of a unit volume of soil above the water table (generally unsaturated). Enter the weight of a unit volume of soil below the water table (generally saturated). Enter the drained cohesion. Enter the friction angle of soil. Deltares 71 of 416

98 D-SHEET PILING, User Manual be- Horizontal havior The behavior (Stiff, Elastic or Foundation) of the layer must be specified. De Leeuw theory assumes an elastic incompressible cluster of layers based on foundation layer(s) and eventually covered with stiff layer(s). Therefore, only the system of layers presented in the figure below is allowed where: Elastic and foundation layer should be present at least one time; Stiff layer (if present) should not be positioned below elastic or foundation layer Other systems will lead to fatal error during calculation. Elasticity (E) Enter the elastic modulus of the elastic soil layer. Mark the Use default elasticity option to use the elasticity automatically calculated by D-SHEET PILING according to De Leeuw and Timmermans theory based on the dry unit weight (section ) Soil Profiles On the menu bar, click Soil and then choose Profiles to open the corresponding input window. Figure 4.44: Soil Profiles window showing empty profile In the input window, different profiles can be specified for each side and for each construction stage. To add a profile, three options are available: 72 of 416 Deltares

99 Input Once the soil materials are defined (section and section 4.3.3), click this button to add a soil profile by manual input of the Top level and Material of each layer. Refer to section Click this button to add a soil profile by importing a CPTCPT from file through the Select CPT window by either selecting an existing CPT file (only in GEF format) or by importing a CPT from the DINO database (Data and Information of the Subsurface of The Netherlands). Refer to section and section Click this button to delete the selected profile. Click this button to create a copy of the selected profile: the entire profile will be copied including the CPT-values, the layers and the additional pore pressures Adding Soil Profiles Manually To create manually a new soil profile, click the Add Manually button. This creates an empty soil profile with only one layer (from 0 m to -10 m) using as default material the first material defined in the Soil Materials window (section and section 4.3.3). Figure 4.45 shows an example of soil profile manually inputted: note that when placing the cursor in the Material column, an overview of the soil properties of the selected material is displayed. Note: If no soil material was previously defined, D-SHEET PILING uses the default empty soil material named New Material as shown in Figure Figure 4.45: Soil Profiles window Soil profile name This field displays the name of the selected profile. The name of the profile can be overwritten if desired. Unique and recognizable names should be used because the profile name is used in other D-SHEET PILING windows to select the appropriate soil data. Top level [m] Enter the level of the top of the soil layer. The layers must be entered from top to bottom. The bottom soil layer is assumed to be infinitely thick. Deltares 73 of 416

100 D-SHEET PILING, User Manual Material Click the input field to select one of the available soil materials. A soil profile must be specified for each stage. On the basis of layers that are fully or partially located under the specified surface level, D-SHEET PILING itself defines the soil layers to profile to profile that are present during a construction stage. However, there must be soil present at the location of the specified surface. Because the surface does not need to be horizontal, a soil layer may sometimes be above the sheet piling. Ad. pore pr. at Enter the additional pore water pressure at the top and bottom of each top/bottom soil layer. The additional pressure is modeled as varying linearly over the layer. The total pore water pressure is taken as the sum of the additional pore pressure and the hydrostatic pore water pressure (see section 4.3.5). See the Note below. Note: If the surface does not run horizontally, the additional pore water pressure at the surface level is not always equal to zero. D-SHEET PILING does not adjust the additional pore water pressure, but displays a warning in the output file instead. A warning is also displayed if an additional pore water pressure is entered above the water level Adding Soil Profiles from CPT CPT Selection To import a CPT from a file, click the Add from CPT button to open the Select CPT window. Figure 4.46: Select CPT window Click on the Import from File button to open the Open dialog that allows a GEF file containing the CPT results to be selected. The GEF file (Geotechnical Exchange Format) is a Dutch standard developed by CUR. The results of the selected CPT are displayed in the CPTip window (refer to paragraph Adding Soil Profiles from CPT CPT Interpretation just after for the CPT interpretation). Click on the Import from Dino button to open the Select CPT for D-SHEET PILING window (Figure 4.47) that allows importing one or more CPTs from the DINODINO database (DINO). CPT searching is performed from the Google Map. Zooming in to the location of the project will display the CPTs as separate points (Figure 4.48). Just click on it to display the CPT results in the CPTip window (refer to paragraph Adding Soil Profiles from CPT CPT Interpretation just after for the CPT interpretation). 74 of 416 Deltares

101 Input Figure 4.47: Select CPT for D-Sheet Piling window Minimum length of CPTs Click this button to display a map view including city, street and motorway names and representation. Click this button to display a satellite view. Click this button to display a combination of the Map and Satellite views. Zoom in: Click this button to enlarge the map. Zoom out: Click this button to reduce the map. Pan: Click this button to move the map by dragging the mouse. Enter a minimum length for the CPTs displayed on the map. Deltares 75 of 416

102 D-SHEET PILING, User Manual Figure 4.48: Select CPT for D-Sheet Piling window after zoom in Adding Soil Profiles from CPT CPT Interpretation When the CPT file is selected (either from an available file or from the DINO database), the CPTip window opens (Figure 4.49) displaying a graphic representation of the CPT: the cone resistance q c, the local friction and the friction ratio are displayed as black lines whereas the pore pressures (if available) are displayed as blue line. D-SHEET PILING automatically interprets the imported CPT, based on the interpretation rule that is selected by the user in the Rule selection box below the graph. On the right side of the plotted CPT, the soil layer interpretation is drawn corresponding to the selected Rule and Minimum layer thickness. 76 of 416 Deltares

103 Input Figure 4.49: CPTip window Rule Minimum thickness layer Select the interpretation rule used by D-SHEET PILING to automatically interpret the imported CPT. Two different rules are available: The NEN (Stress dependent) rule The CUR rule Each rule describes a certain soil type by defining the relationship between the CPT resistance and the Friction Ratio. For background information on both rules, refer to section All interpretation rules make use of one additional parameter: the minimum layer thickness, specified in the Min. layer thickness input field below the selection list. To prevent D-SHEET PILING from generating layers that are too thin to be significant when modeling the problem, the minimum layer thickness should be increased. To use the proposed soil layer interpretation, click the OK button to transport the interpretation into a soil profile to be used in the project (Figure 4.50). Deltares 77 of 416

104 D-SHEET PILING, User Manual Figure 4.50: Soil Profiles window after importing a CPT Note: When a soil profile is determined from a CPT interpretation, the soil names and properties of the created soil materials are automatically filled in the Soil Materials window using Table 1 of NEN 6740 for the general parameters and using an extrapolation of Table 3.3 of CUR 166 for the secant moduli of subgrade reaction (section 30.3). Note: If during the interpretation of a CPT, the point corresponding to the cone resistance and the friction ratio of a layer is situated outside the limits of the diagram of the selected rule (i.e. Figure 30.2 and Figure 30.3 in section 30.2), the program will assign an Undetermined material to this layer with unrealistic properties. That s why the user must always review the automatic interpretation of the CPT before performing a calculation. In such case, the user must select himself the appropriate material from the drop-down list of available materials using its expertise. Click the button to display graphic representations of the pore pressures, the cone resistance, the friction and the percentage of friction of the selected CPT (Figure 4.51). 78 of 416 Deltares

105 Input Figure 4.51: CPT window Water Levels On the menu bar, click Soil and then choose Water Levels to open the corresponding input window. In the input window, different water levels can be specified. Figure 4.52: Water Levels window Name Level [m] Enter a name for the water level. Use unique and recognizable names, because the water level name is used in other D-SHEET PILING windows to select the appropriate data. Enter the water level (relative to the reference level). D-SHEET PILING models hydrostatic pore water pressures by defining the hydrostatic pressure at a point as proportional to its depth below the water level. If a total pore pressure distribution other than this triangular, hydrostatic, distribution is required then the user must also input additional pore pressures for each layer (section 4.3.4). A water level will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2). Deltares 79 of 416

106 D-SHEET PILING, User Manual Water Properties On the menu bar, click Soil and then choose Water to open the corresponding input window. Use the dialog box to modify the unit weight of water, if required. The default value is 9.81 kn/m 3. Mark the Save as default check-box to make the input value the default for all future projects. Figure 4.53: Water Properties window After entering all the data in the Soil menu, proceed to the Loads menu. 4.4 Loads menu The Loads menu can be used to define various types of loads Uniform Loads This option is available only for Sheet piling model (section 4.1.1). On the menu bar, click Loads and then choose Uniform Loads to open the corresponding input window. Figure 4.54: Uniform Loads window Name Load on the left side [kn/m 2 ] Load on the right side [kn/m 2 ] Permanent/variable This field displays the name of the displayed load, which can be overwritten. Use unique and recognizable names because the load name is used in other windows of D-SHEET PILING to select the appropriate data. Enter the magnitude of the load on the left hand side of the sheet pile wall. Enter the magnitude of the load on the right hand side of the sheet piling. Select the duration of load application, Permanent or Variable. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). 80 of 416 Deltares

107 Input Favorable/ unfavorable Select the type of load, Favorable, Unfavorable or leave it D- Sheet Piling determined. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). Note: When the option D-Sheet Piling determined is selected for determining if a load is either favorable or unfavorable, the program first defines the passive side using only the surface levels at both side (the lower side is set to passive). Then the loads situated at the passive side are considered as favorable and the loads at the active side are considered as unfavorable. This automatic determination can therefore be incorrect in some cases; for example, when the lower side, due to water pressures, is actually the active side. That s why using this option requires some careful. A uniform load consists of a distributed vertical q-load acting on the horizontal soil surface, from the sheet piling to infinity. The value of the q-load can be different on each side of the sheet piling. q-load sheet piling Figure 4.55: Distribution of uniform load Note: Uniform loads can be used only with a horizontal surface. A uniform load will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2) Surcharge Loads This option is available only for Sheet piling model (section 4.1.1). On the menu bar, click Loads and then choose Surcharge Loads to open the corresponding input window. A nonuniform surcharge acts on the soil surface to the left or right of the sheet pile wall. Enter value of the load at several distances from the sheet pile wall. Between these points, linear interpolation is used. Up to 10 surcharge loads can be added. Note: The surcharge can only be applied if the c, ϕ, δ soil parameters model has been selected (section 4.1.1). Deltares 81 of 416

108 D-SHEET PILING, User Manual Figure 4.56: Surcharge Loads window Surcharge load name Permanent/variable Favorable/ unfavorable Distance [m] Load [kn/m 2 ] This field displays the name of the displayed load, which can be overwritten. Use unique and recognizable names because the load name is used in other windows of D-SHEET PILING to select the appropriate data. Select the duration of load application, Permanent or Variable. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). Select the type of load, Favorable, Unfavorable or leave it D-SHEET PILING determined. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). Note: When the option D-Sheet Piling determined is selected for determining if a load is either favorable or unfavorable, the program first defines the passive side using only the surface levels at both side (the lower side is set to passive). Then the loads situated at the passive side are considered as favorable and the loads at the active side are considered as unfavorable. This automatic determination can therefore be incorrect in some cases; for example, when the lower side, due to water pressures, is actually the active side. That s why using this option requires some careful. Enter the distance from the sheet piling to the relevant part of the surcharge. A surcharge always acts on the soil surface. The distances to the sheet piling are always positive and must be entered in ascending order. The maximum number of points is 15. Enter the magnitude of the surcharge at each point. 82 of 416 Deltares

109 Input load distance Figure 4.57: Distribution of surcharges according to the inputted values of Figure 4.56 D-SHEET PILING models surcharges using Boussinesq s formula, see Equation 28.7 (section 28.3). A surcharge will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2) Horizontal Line Loads / Horizontal Forces Click Loads and then: for Sheet piling model, choose Horizontal Line Loads to open the corresponding input window (Figure 4.58); for Single pile model, choose Horizontal Forces to open the corresponding input window (Figure 4.59). Horizontal line loads (or forces) are loads perpendicular to the sheet piling (or single pile), directed towards the right. Up to 10 loads can be added. Figure 4.58: Horizontal Line Loads window (Sheet piling model) Figure 4.59: Horizontal Forces window (Single pile model) Deltares 83 of 416

110 D-SHEET PILING, User Manual Name Level Load Permanent/ variable Favorable/ unfavorable The name of the horizontal line load (i.e. force) can be overwritten. Use unique and recognizable names because the load name is used in other windows of D-SHEET PILING to select the appropriate data. Enter the vertical position of the line load in relation to the reference level. The value must be above the foot, and below the top, of the sheet piling. Enter the magnitude of the load (in kn per running meter for sheet piling or in kn for single pile). D-SHEET PILING assumes that a force with positive sign points to the right. Select the duration of load application, Permanent or Variable. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). Select the type of load, Favorable, Unfavorable or leave it D-SHEET PILING determined. This option is available only if the Verification (EC7/CUR) option is selected in the Model window (section 4.1.1). Note: When the option D-Sheet Piling determined is selected for determining if a load is either favorable or unfavorable, the program first defines the passive side using only the surface levels at both side (the lower side is set to passive). Then the loads situated at the passive side are considered as favorable and the loads at the active side are considered as unfavorable. This automatic determination can therefore be incorrect in some cases; for example, when the lower side, due to water pressures, is actually the active side. That s why using this option requires some careful. level force sheet piling Figure 4.60: Example of a positive horizontal line load A horizontal line load (i.e. force) will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2). 84 of 416 Deltares

111 Input Moments On the menu bar, click Loads and then choose Moments to open the corresponding input window. When, for example, a floor is connected to the sheet pile wall a moment load can occur along the length of the sheet pile wall. Up to 10 moments can be added. Figure 4.61: Moments window Name Level Moment The name of the moment load can be overwritten. Use unique and recognizable names, because the load name is used in other windows of D-SHEET PILING to select the appropriate data. Enter the vertical position of the moment in relation to the reference level. The values must be within the range of the top and the foot of the sheet piling. Enter the magnitude of the moment (kn per running meter for Sheet piling but kn for Single pile). A moment with a rotation from the positive X-axis to the positive Y-axis (counter clockwise) receives a positive sign. level moment sheet piling Figure 4.62: Example of a positive moment A moment will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2). Deltares 85 of 416

112 D-SHEET PILING, User Manual Normal Forces On the menu bar, click Loads and then choose Normal Forces to open the following window. Figure 4.63: Normal Forces window Name Force at Enter a name for the force. Use unique and recognizable names, because the load name is used in other windows of D-SHEET PILING to select the appropriate data. Enter the value of the normal force at the levels explained below. Normal forces, i.e. distributed forces that act along the axis of the sheet piling section, introduce an additional (secondary) moment. Due to wall friction, the normal force (the result of an applied vertical line load) will decrease along the depth of the sheet piling. To account for this friction, the user may input the value of the normal force at the following levels: top of the sheet piling surface levels at the left-hand and right-hand side toe of the sheet piling. If friction is to be ignored (conservative) then the same value can be entered at all levels. Up to 10 normal forces can be added. A normal force load will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2) Soil Displacements This option is available only for Single pile loaded by soil displacements and for Sheet piling models (section 4.1.1). On the menu bar, click Loads and then choose Soil Displacements to open the corresponding input window. Undisturbed soil displacements can be entered at a number of points along the total length of the pile. Up to 10 soil displacements can be entered. See section 37.1 for background information. Note: For Sheet piling model, soil displacements are applied only at the first stage. 86 of 416 Deltares

113 Input Figure 4.64: Soil Displacements window Level Displacement Enter the vertical position (relative to the reference level) of the points where the soil displacement is to be defined. The first point must coincide with the top of the sheet piling, and the last point with the foot of the sheet piling even if the displacement there is zero. The intermediate points must be in order of decreasing level. Enter the magnitude of the undisturbed soil displacement. A soil displacement in the direction of the positive X-axis (to the right) receives a positive sign. 4.5 Supports menu Anchors, struts and other supports can be defined using the options in the Supports menu Anchors This option is available only for Sheet piling model (section 4.1.1). On the menu bar, click Supports and then choose Anchors to open the corresponding input window. Figure 4.65: Anchors window Name Level Enter the name of the anchor. Enter the vertical co-ordinate of the connection of the anchor to the sheet pile wall (measured relative to the reference level). E-modulus Enter the Young s Modulus of the anchor, E. Cross section Enter the cross-sectional area of the anchor, A. Deltares 87 of 416

114 D-SHEET PILING, User Manual Wall height (Kranz) Length Angle Design Yield Force Side Enter the vertical projection of the height of the anchor wall: for an anchor wall of H and anchor bar inclined with an angle β, the Wall height (Kranz) is h cos β. This parameter only needs to be specified if performing a stability check of the anchor wall according to Kranz (Kranz, 1953) (see chapter 31). Enter the length of the anchor tendon. Enter the angle between the anchor tendon and the horizontal axis. A negative angle indicates an anchor tendon that runs downwards from the sheet pile wall. Enter the design value of the yield force for the anchor. Note: According to CUR 166 (paragraph 7.2.1), to get the design yield force F y;d, the representative yield force F y must be divided by a safety factor of 1.4. Select if the anchor is to be on the right- or left-hand side of the sheet piling. Refer to Tutorial 18 in chapter 25 for a concrete example of anchor system using the technical specifications provided by the manufacturer. Note: When determining the maximum anchor force, D-SHEET PILING assumes that the anchor rod is attached in the middle of the anchor wall. On the top, it is assumed that the anchor plate runs through to the surface, or at least that it may be calculated as if the anchor wall runs through to the surface. In practice, this will be the case if the total height of the anchor wall is greater than half the distance from the bottom of the anchor plate to the surface. When the anchor is drawn in the Input Diagram window (section 2.2.3), only half of the inputted Wall height of the anchor is drawn (between the anchor rod and the bottom of the anchor wall). Anchors can be pre-tensioned with an initial force to support the sheet pile wall. Each construction stage can have its own anchors and up to 10 anchors can be added. Pre-tensioned anchors are modeled by the pre-stress force, with no associated stiffness for the stage in which the pre-stress force is applied. For all other stages D-SHEET PILING models anchors using discrete springs. D-SHEET PILING always uses a zero pressure condition in the stress strain relation (Figure 4.66). zero pressure condition tensile stress limited capacity pre- stress tensile strain Figure 4.66: Stress-strain diagram for an anchor D-SHEET PILING calculates the stiffness of the anchor using the following equation: spring constant = modulus of elasticity area length (4.4) An anchor will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2). 88 of 416 Deltares

115 Input Grout Anchors The modeling of a grout anchor in D-SHEET PILING depends on the type of analysis: For a Kranz stability analysis (section 5.2.4), CUR 166 (art ) and also EAU 2004 (art ) prescribe to define the (effective) length of the anchorage as the length from the sheet pile wall to the middle of the grout body. For a standard calculation (section 5.2.1), nothing is prescribed by CUR 166 about the yield force of the anchor. However, the anchor tip position depends on the tensile stress distribution along the anchor. This differs for a mono or a duplex-anchor as shown in art of CUR 166. As a grout anchor is often a mono-anchor, the (effective) length of the anchorage can be defined as the length from the sheet pile wall to the third of the grout body. In both cases, D-SHEET PILING doesn t calculate automatically this adapted anchor length. The user has to define it in the Anchors window Struts This option is available only for Sheet piling model (section 4.1.1). On the menu bar, click Supports and then choose Struts to open the corresponding input window (Figure 4.67). Figure 4.67: Struts window Name Enter the name of the strut. Level Enter the vertical co-ordinate of the connection between the sheet pile wall and the strut (relative to the reference level). E-modulus Enter the Young s Modulus of the strut, E. Cross section Enter the cross-sectional area of the strut, A. Length Enter the length of the strut. Angle Enter the angle between the strut and the horizontal axis. A negative angle indicates a strut that runs downwards from the sheet pile wall. Design Buckling Enter the design value of the buckling force of the strut. Force Note: According to CUR 166 (paragraph 7.2.1), to get the design buckling force F y;d, the representative buckling force F y must be divided by a safety factor of 1.4. Side Select if the strut is to be on the right- or left-hand side of the sheet pile wall. Deltares 89 of 416

116 D-SHEET PILING, User Manual Struts can be pre-compressed with an initial force to support the sheet pile wall. Each construction stage can have its own struts and up to 10 struts can be added. D-SHEET PILING models struts using discrete springs. D-SHEET PILING always uses a zero tension condition in the stress strain relation (Figure 4.68). zero tension condition compressive stress limited capacity pre- stress compressive strain Figure 4.68: Stress-strain diagram for a strut D-SHEET PILING calculates the stiffness of the strut using the following equation: spring constant = modulus of elasticity area length (4.5) A strut will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2) Spring Supports On the menu bar, click Supports and then choose Spring Supports to open the corresponding input window (Figure 4.69). Figure 4.69: Spring Supports window Name Level Rotation Translation Enter the name of the support. Enter the vertical position of the support (relative to the reference level). Enter the magnitude of the spring stiffness against rotation (in knm/rad per running meter for Sheet piling but in kn/rad for Single pile). Enter the magnitude of the spring stiffness against translation (in knm/m per running meter for Sheet piling but in kn/m for Single pile). A spring support provides an elastic resistance against translation or rotation. The stiffness of the spring is determined using the data entered for the spring constants for translation and/or rotation. F = k translation w, M = k rotation ϕ (4.6) 90 of 416 Deltares

117 Input where: F M k translation k rotation w ϕ is the spring force; is the spring moment; is the translational spring constant; is the rotational spring constant; is the displacement of the sheet piling; is the rotation of the sheet piling. A spring support will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2) Rigid supports On the menu bar, click Supports and then choose Rigid Supports to open the corresponding input window (Figure 4.70). Figure 4.70: Rigid Supports window Name Level Support type (Prevention of...) Enter the name of the rigid support. Enter the vertical position of the support (relevant to the reference level). Click the input field to select the appropriate type of support: to prevent either translation, or rotation, or both. Rigid supports can be used to suppress translation and/or rotation of the sheet piling (or single pile) at certain points. Up to 10 rigid supports can be added. A rigid support will only be active in the stages that are selected using the Stage Composer (section 2.2.4) or the Stages Overview window (section 4.6.2). 4.6 Stages menu After the sheet piling, loading and supports have been defined, the construction stages can be described. Deltares 91 of 416

118 D-SHEET PILING, User Manual Stages Manager On the menu bar, click Stages and then choose Manager to open the input window. Click Add to add a new stage to the list or click Insert to insert a new stage before the stage currently selected. Click Rename to modify the current name. The Delete button removes the selected stage from the list. Note that at least one construction stage must always be present. Up to 50 stages can be defined.see Calculation Options (section 5.1) for how to compensate for an initial surcharge or non-horizontal surface during the first stage. Figure 4.71: Stages Manager window Stage(s) Overview On the menu bar, click Stage(s) and then choose Overview to open the Stage(s) Overview window. Depending on the selected model (section 4.1.1), the content of this window will be different: Refer to section for Sheet Piling model; Refer to section for Single Pile model Stages Overview for Sheet Piling For Sheet piling, the Stages Overview window serves the following purposes: An overview of loads, supports and additional data that may vary for each stage. Selection of specific loads, supports and additional input data for each stage. Input of anchor and strut forces, and the input of a prescribed pile top displacement. 92 of 416 Deltares

119 Input Figure 4.72: Stages Overview window for Sheet Piling model Pile top displacement Passive side Mark this check-box to activate a prescribed piling top displacement for the selected stage. Positive values indicate a displacement to the right. Displacements are specified in relation to the configuration at the start of stage 1. If the check-box is not marked, D-SHEET PILING assumes that the top of the sheet piling can move freely. An alternative method of ensuring zero displacement of the top of the wall is to use a rigid support (section ). Select from the drop-down list which side is the passive side: Left, Right or leave D-Sheet Piling determined it automatically. Note: The option D-Sheet Piling determined works in most of the cases correctly. However, if this option is used simultaneously with the option D-Sheet Piling determined to determine if the loads are favorable or unfavorable, the automatic determination of the passive side can be incorrect because the automatic determination of the favorable/unfavorable nature of a load is sometimes incorrect, as explained in the note in section 4.4.1, section and in section That s why using this option requires some careful. Deltares 93 of 416

120 D-SHEET PILING, User Manual Methods For each side and for each stage, select the method that D-SHEET PILING will use to calculate the lateral earth pressure ratios: C, phi, delta (cohesion, soil friction angle and friction angle between soil and wall): With this option selected D-SHEET PILING derives the lateral earth pressure coefficients using Culmann s method. This method is the usual choice in most cases. It is based on straight slip surfaces and includes the influence of soil weight, non-horizontal ground surfaces and non-uniform surcharge. K a, K 0, K p (active, neutral and passive lateral earth pressure coefficients): With this option selected, D-SHEET PILING will use userspecified coefficients or ones derived automatically from the Müller- Breslau equations (straight slip surface, horizontal soil surface) or Kötter equations (curved slip surface, horizontal ground surface). For more details, see the Soil Materials input window section Water levels For each side and for each stage, select the water level. Water levels may be added or modified in the Water Level window (section 4.3.5). Surfaces For each side and for each stage, select one of the available ground surfaces from the drop down list. Ground surfaces may be added or modified in the Surfaces input window. Soil profiles For each side and for each stage, select one of the available layer profiles from the drop down list. Layer profiles may be added or modified in the Profiles input window. Anchors For each stage, select the anchors that are used by marking the corresponding check-boxes. Anchors may be added via the Supports menu. Pre-tensioning forces Struts Pre-compressions Spring supports Rigid supports Uniform loads Surcharges Horizontal line loads Moments Normal forces For each selected anchor, the corresponding check-box in the list of pre-tensioning forces may be marked. Once a check-box is marked, the pre-tensioning force can be entered in the same cell of the table. If an anchor is deselected, the corresponding pre-tensioning also becomes deselected, and the corresponding check-box is disabled. Note: In case of inclined anchor, the input pre-stress force is along the inclined anchor, not normal to the sheet piling. For each stage, select the struts that are to be used by marking the corresponding check-boxes. Struts may be added via the Supports menu. For each selected strut, the corresponding check-box in the list of pre-compression forces may be marked. Once a check-box is marked, the pre-compression force can be entered in the same cell of the table. If a strut is deselected, the corresponding precompression also becomes deselected, and the corresponding check-box is disabled. Supports and loads may be selected for each stage by marking the corresponding check boxes. Supports and loads may be entered with the input windows in the Soil menu and the Loads menu. Surcharges may be selected to act on either side of the sheet piling. Note: The Soil Displacements as defined from the Loads menu (section 4.4.6) are not 94 of 416 Deltares

121 Input present in the Stages Overview window for Sheet Piling model (Figure 4.72) because they are applied only at the first stage. For more detail about the menus mentioned above, see section 4.3 to section Stage Overview for Single Pile The Stage Overview window allows an overall view of loads and supports being selected for a Single Pile analysis. Note: Working with construction stages is not possible for the Single pile model. Figure 4.73: Stage Overview window for Single Pile model Water levels Surfaces Soil profiles Spring supports Rigid supports Horizontal line loads Moments Normal Forces Select the water level. Water levels may be added or modified in the Water Levels window (section 4.3.5). Select one of the available ground surfaces from the drop-down list. Ground surfaces may be added or modified in the Surfaces window (section 4.3.1). Select one of the available layer profiles from the drop down list. Layer profiles may be added or modified in the Profiles input window (section 4.3.4). All supports and loads may be selected by marking the corresponding check boxes. Supports and loads may be entered using the input windows in the Soil menu (section 4.3) and the Loads menu (section 4.3.4). For more details about the menus mentioned above, see section 4.3 and section Deltares 95 of 416

122 D-SHEET PILING, User Manual 96 of 416 Deltares

123 5 Calculations 5.1 Calculation Options This option is available only for retaining walls (section 4.1.1). On the menu bar, click Calculation and then choose Options, to change the determination method for the earth pressure coefficients according to Culmann or to reduce the wall friction angles according to CUR 166. Figure 5.1: Calculation Options window First stage represents initial situation Coarse/Fine Reduce delta friction angle(s) according to CUR Mark this check-box to let D-SHEET PILING determine equal neutral stresses at both sides, for initially non-horizontal surfaces or initial surcharges. The possibilities and limitations are outlined in section Also see chapter 38 for background information. Select either the faster, classic, coarse element determination of active and passive pressures, or the more accurate fine element determination. D-SHEET PILING applies the fine determination implicitly when the First stage represents initial situation option has been selected. Note that the fine and coarse methods may yield different results, as explained in section Mark this check-box to allow reduction of the wall friction angles according to CUR 166. This means that: for ϕ 30, no change is made to δ; for 30 < ϕ 35, δ is reduced to 16.6 ; for ϕ > 35, δ is reduced to This option is only available when using the C, phi, delta soil parameters module. The check-box is marked as default. Note: This reduction applies for both Standard and Verification calculation: in case of a Verification calculation, this reduction applies on the (calculated) design values; in case of a Standard calculation or a Verification calculation with representative values (incl. step 6.5 of CUR), this reduction applies on the representative values Possibilities and limitations of the option First stage represents initial situation Only non-uniform loads and non-horizontal surfaces are allowed in combination with a first initial stage. Uniform loads, horizontal line loads, moments and normal forces cannot be used in a first initial stage. Sheet piling deformation will not occur in a first initial stage, unless the initial neutral soil Deltares 97 of 416

124 D-SHEET PILING, User Manual stress becomes equal to the active or passive value at some part along the sheet piling. The layers and phreatic surface in a first initial stage must be continuous at the position of the sheet piling. The influence of sheet piling installation on soil stresses is not modeled Coarse vs. Fine calculation When performing calculations D-SHEET PILING divides the sheet pile wall into elements. See chapter 27 for information on how this division is performed. Each element contains 5 minor nodes. Using the fine option the earth pressure coefficients are calculated at the location of each node. Using the coarse option the earth pressure coefficient is assumed to be constant over the whole element. 5.2 Start Calculation for Sheet Piling On the menu bar, click Calculation and then choose Start to start the calculation. If the input contains no errors, the Start Calculation window will be displayed in which different types of calculation can be performed: section 5.2.1: a standard calculation; section 5.2.2: a design of the length of the sheet piling, using or not design codes (Eurocode and CUR 166); section 5.2.3: a verification of the sheet piling according to design codes (Eurocode and CUR 166); section 5.2.4: a verification of the stability of the anchor; section 5.2.5: a verification of the overall stability using or not design code CUR Standard Calculation To perform a standard calculation, select the Standard tab in the Start Calculation window (Figure 5.2). Figure 5.2: Start Calculation window, Standard tab 98 of 416 Deltares

125 Calculations Recalculation earth pressure coefficients Start Automatic Selecting Automatic leaves the values of the lateral earth pressure ratios that are calculated by the Culmann (c, phi, delta) method as they are. Manual In order to review or modify the lateral earth pressure ratios calculated by the Culmann (c, phi, delta) method, select Manual and click Editor. This will open the Fictive Earth Pressure Coefficients window, where the values can be viewed and modified (section ). Click Start to perform the analysis (using the stated sheet piling length). The calculation progress is displayed in the Calculation Progress window (section ) Fictive Earth Pressure Coefficients In the Fictive Earth Pressure Coefficients window, the values of the lateral earth pressure ratios calculated by the Culmann (c, phi, delta) method can be viewed and modified (Figure 5.3). Refer to section for background information. Figure 5.3: Fictive Earth Pressure Coefficients window Coefficients of construction stage Recalculation Select side to show coefficients Level Ka, Ko, Kp Select the construction stage for which the earth pressure ratios are to be modified. Click this button to restore the original Culmann values. The vertical position along the sheet piling for which the earth pressure coefficients have been calculated. The vertical position along the sheet piling. The active, neutral and passive earth pressure coefficient values, which can be modified. Deltares 99 of 416

126 D-SHEET PILING, User Manual Calculation Progress Click Start in the Start Calculation window to perform the analysis. After analysis is complete, close the Calculation Progress window (Figure 5.4). Figure 5.4: Calculation Progress window A report can now be generated (section 6.2). If errors are found in the input data, any calculation can be performed and the Error Messages window opens in which more details about the error(s) are given. Those errors must be corrected first before performing a new calculation. For more explanations about the possible errors and how to solve them, refer to section 5.5. If the sheet pile wall is found to be unstable then the calculation process is stopped and the following warning message appears: Calculation finished: Sheet piling becomes unstable. The sheet piling is considered to be unstable if 100% of the mobilized resistance or if the displacement reaches 25% of the sheet piling length. The stage at which the instability occurred is also indicated in the Calculation Progress window Design Sheet Piling Length Select the Design Sheet Piling Length tab in the Start Calculation window to design the sheet piling length Design Sheet Piling Length (standard) If the option Verification (EC7/CUR) has not been selected in the Model window (section 4.1.1), the Design Sheet Piling Length tab allows only to perform a standard design without applying partial factors to the input values (Figure 5.5). 100 of 416 Deltares

127 Calculations Figure 5.5: Start Calculation window, Design Sheet Piling Length tab Construction stage Pile length From / Down to / Decrement Select the construction stage for which a stability analysis is to be used in order to determine the minimum length for the sheet piling. Enter the range of pile lengths over which the analysis should be performed, and the Decrement in length for each analysis step. If the option Verification (EC7/CUR) has been selected in the Model window (section 4.1.1), four types of design can be performed as shown in Figure 5.6: standard design using representative values design according to EuroCode 7 (General rules) design according to EuroCode 7 (Dutch Annex) design according to CUR 166 Deltares 101 of 416

128 D-SHEET PILING, User Manual Figure 5.6: Design using representative values Representative EC7 General EC7 NL EC7 B CUR Select this option to perform a standard design calculation using the representative input values. This calculation is equivalent to the standard design calculation performed in Figure 5.5. Select this option to perform a design calculation according to the Eurocode 7 design code using the partial factors prescribed in Eurocode 7 Part 1: General rules (NEN-EN, March 2005). Select this option to perform a design calculation according to the Eurocode 7 with the recommendations and partial factors prescribed in the Dutch annex NEN-EN /NB and the complementary standard NEN Select this option to perform a design calculation according to the Eurocode 7 with the recommendations and partial factors prescribed in the Belgian annex NBN EN ANB. Select this option to perform a design calculation according to the CUR 166 Dutch design code (CUR, 2005) Design Sheet Piling Length acc. to Eurocode 7 (General) If EC7 General is selected (Figure 5.7) then D-SHEET PILING will apply partial factors according to Eurocode 7 (chapter 35). 102 of 416 Deltares

129 Calculations Figure 5.7: EC7 General ap- Design proach Select the corresponding design approach for which the design calculation will be performed. See chapter 35 for more information. Click Start to perform the analysis. Figure 5.8: Start Calculation window, Design Sheet Piling Length tab - Output The report shows for each length decrement: the mobilized resistance, defined as the actual total passive soil reaction divided by the Deltares 103 of 416

130 D-SHEET PILING, User Manual capacity of the total passive soil reaction at full yield; the anchor force; the extreme values for the bending moments along the sheet piling; the maximum displacement along the sheet piling. The analysis stops if the sheet piling becomes unstable. Instability is defined as reaching 100% of the mobilized resistance, or as the maximum displacement exceeding 25% of the sheet piling length Design Sheet Piling Length acc. to CUR and Eurocode 7 (NL Annex) The Dutch Annex of the Eurocode 7 (NEN, september 2009) prescribes the same design procedure as the CUR design procedure, except that the default partial factors are different. If CUR or EC7 NL is selected (Figure 5.9) then D-SHEET PILING will apply step 6.3 of the CUR design procedure (section 34.2) using the partial factors of either CUR or EC7 NL. These factors can either be applied to the selected stage only (method B), or also to all preceding stages (method A) (section ). Figure 5.9: Start Calculation window, Design Sheet Piling Length tab EC7 NL / CUR Partial factor set Partial factors (design values) on all stages (method A) Partial factors (design values) in selected stage only (method B) Choose the required Partial factor set for: The safety class (Class I, II or III) of the CUR step-by-step design procedure (chapter 34). The class (RC 1, 2 or 3) of the procedure prescribed in the Dutch Annex of Eurocode 7; For both D-SHEET PILING assumes that low representative values have been entered for cohesion and friction, and the modulus of subgrade reaction (section 4.3.2). D-SHEET PILING will divide the input cohesion and the angle of internal friction by class-dependent partial safety factors. D-SHEET PILING will also divide the low representative value of the modulus of subgrade reaction by 1.3. Select this option to apply partial factors to all stages (method A) (section ). All stages are therefore calculated using design values. The functioning of method A is schematized in the second column of Table 5.8. Select this option to apply partial factors on the selected stage only (method B), which means that the selected stage is calculated using design values whereas the previous stages are calculated using representative values (section ). The functioning of method B is schematized in Table of 416 Deltares

131 Calculations Table 5.8: Schematization of the calculation methods A and B according to EC7-NL and CUR in case of 4 stages Method A Method B (1) Stage 1 d d char char char Stage 2 d d char char Stage 3 d d char Stage 4 d d (1) Design values (d) in the stage to be controlled, characteristic values (char) in previous stage(s) Design Sheet Piling Length acc. to Eurocode 7 (Belgian Annex) If EC7 B is selected (Figure 5.10), D-SHEET PILING will apply design approach 1 using the partial factors prescribed in the Belgian Annex of the Eurocode 7 (NBN-EN, january 2011) in all the stages (i.e. method A). In accordance to this annex, design approach DA 1 is selected and the recommended partial factors of the general Eurocode 7 are adopted except for the variable action in set 2 which is reduced to Moreover, in accordance to the Belgian annex, the program will reduced the cohesion of the layer(s) situated 1 meter below the surface level of the passive side: the cohesion has a linear distribution starting at 0 kn/m 2 at the surface level. Figure 5.10: Start Calculation window, Design Sheet Piling Length EC7 B Set Select the corresponding set for which the design calculation will be performed Verify Sheet Piling Select the Verify Sheet Piling tab in the Start Calculation window. This option is only available with the Verification (EC7/CUR) option enabled (section 4.1.1). The verification is applicable to a sheet pile wall with multiple or single anchorage. The following types of verification can be performed: (section ) Verification acc. to Eurocode 7 General rules; (section ) Verification acc. to Eurocode 7 with Dutch annex NEN-EN /NB and complementary standard NEN ; (section ) Verification acc. to CUR 166; Deltares 105 of 416

132 D-SHEET PILING, User Manual (section ) Verification acc. to Eurocode 7 with Belgian Annex NBN EN ANB; To start the verification, click Start. After analysis is complete, the results can be viewed by opening the Report window from the Results menu (section 6.2.2) Verify Sheet Piling acc. to Eurocode 7 (General) If Eurocode is selected, three different design approaches according to the General rules of Eurocode 7 (NEN-EN, March 2005) can be selected (Figure 5.11). Figure 5.11: Start Calculation window, Verify Sheet Piling tab EC7 General Design approach Check stability for all stages Select the design approach according to Eurocode 7 for which the verification will be performed. See chapter 35 for more information. Select this check-box to perform an overall stability calculation using modified values for soil properties (cohesion, friction angle and unit weight) depending on the Design approach chosen for all stages Verify Sheet Piling acc. to CUR and Eurocode 7 (NL Annex) The Dutch Annex of the Eurocode 7 (NEN, september 2009) prescribes the same design procedure as the CUR design procedure, except that the default partial factors are different. If CUR or EC7 NL is selected, two different methods according to the CUR 166 design procedure can be selected: If method A (Partial factors (design values) in all stages) is selected, D-SHEET PILING applies partial factors (corresponding to the inputted set) in all stages. All stages are therefore calculated using design values. The functioning of method A is schematized in the second column of Table If method B (Partial factors (design values) in verified stage only) is selected, D-SHEET PILING applies partial factors (corresponding to the inputted set) only in the selected final stage(s), and all previous stages have the Representative set applied. The selected stage is calculated using design values whereas the previous stages are calculated using representative values. The functioning of method B is schematized in Table of 416 Deltares

133 Calculations Table 5.11: Schematization of the calculation methods A and B according to EC7-NL and CUR in case of 4 stages Method A Method B (1) Stage 1 d d char char char Stage 2 d d char char Stage 3 d d char Stage 4 d d (1) Design values (d) in the stage to be controlled, characteristic values (char) in previous stage(s) If the Partial factors (design values) in all stages (method A) method is selected, the following window is displayed (Figure 5.12). Figure 5.12: Start Calculation window, Verify Sheet Piling tab for EC7 NL and CUR methods with Partial factors in all stages (method A) Partial factor set Anchor stiffness multiplication factor in all stages Check stability for all stages Change the Partial factor set to the relevant class: Safety class I, II or III according to CUR 166 inputted in the Default Partial Factors window (section 4.1.2); RC 1, 2 or 3 according to the Dutch Annex of Eurocode 7. D-SHEET PILING uses the partial factors set to modify the input soil properties (cohesion, friction and modulus of subgrade reaction) and levels during all stages. Enter a multiplication factor for the anchor stiffness. This factor is used in Step 9.1 of the verification (see below), for all stages. The default value is 1. Select this check-box to perform an overall stability calculation using: modified values for cohesion, friction angle and driving moment for CUR modified values for cohesion, friction angle and unit weight for EC7 NL depending on the Partial factor set chosen for all stages. If the Partial factors (design values) in all stages (method B) method is selected, the following window is displayed Figure Deltares 107 of 416

134 D-SHEET PILING, User Manual Figure 5.13: Start Calculation window, Verify Sheet Piling tab for EC7 NL and CUR methods with Partial factors in verified stage only (method B) Stage Verify Partial factor set Anchor stiffness multiplication factor Check stability for all verified stages List of the stages as defined in the Stages Manager window (section 4.6.1). Select the Stage for which verification is to be performed by marking the relevant check-box(es). Leaving the check-box unselected means that this stage will not be verified. Change the Partial factor set to the relevant class: Safety class I, II or III according to CUR 166 inputted in the Default Partial Factors window (section 4.1.2); RC 1, 2 or 3 according to the Dutch Annex of Eurocode 7. D-SHEET PILING uses the partial factors set to modify the input soil properties (cohesion, friction and modulus of subgrade reaction) and levels during all stages. Enter a multiplication factor for the anchor stiffness for the different stages. This factor is used in Step 9.1 of the verification (see below). The default value is 1. Select this check-box to perform an overall stability calculation using: modified values for cohesion, friction angle and driving moment for CUR modified values for cohesion, friction angle and unit weight for EC7 NL depending on the Partial factor set chosen for all stages. Verification consists of the execution of six steps of the CUR 166 design procedure: Step 6.1 and step 6.3 determine the design moment and the shear force in the sheet piling at the Ultimate Limit using a low design value design value for the modulus of subgrade reaction (k / γ k ). For step 6.1, the water and surface levels at the passive side are increased whereas for step 6.3 they are lowered. Step 6.2 and step 6.4 determine the design moment and the shear force in the sheet piling at the Ultimate Limit State using a high design value for the modulus of subgrade reaction (k 2.25). For step 6.2, the water and surface levels at the passive side are increased whereas for step 6.4 they are lowered. Step 6.5 determines the design value for deformation at the Serviceability Limit State. Step 9.1 determines the design value for the anchor force at the Ultimate Limit by increasing the anchor stiffness using the multiplication factor specified in the input window (see above). More details on the procedure are given in section During all steps, D-SHEET PILING assumes that low representative values have been entered for cohesion and friction, as well as for the modulus of subgrade reaction (see section 4.3.2). 108 of 416 Deltares

135 Calculations The modified values of the soil properties and levels can be found in the verification report (see section 6.2.2) Verify Sheet Piling acc. to Eurocode 7 (Belgian Annex) If EC7 B is selected, the program will perform a verification calculation according to the Belgian annex of the Eurocode 7, at ultimate limit state (combinations 1 and 2) and at serviceability limit state. Two verification methods are available. See section 35.3 for more information. Figure 5.14: Start Calculation window, Verify Sheet Piling tab - EC7 B Check stability for all stages Partial factors (design values) in all stages (method A) Partial factors (design values) in verified stage only (method B) Select this check-box to perform an overall stability calculation using modified values for soil properties (cohesion, friction angle and unit weight). If this method is selected, D-SHEET PILING applies the partial safety factors in all stages. This is the design method prescribed in the Eurocode 7. If this method is selected, D-SHEET PILING applies the safety partial factors only in the verified stage and all previous stages used characteristic (i.e. representative) values. This is the design method prescribed in paragraph of the Flemish norm "Standaardbestek 260" (SB260, 2012) used for the projects executed for the Flemish government. The functioning of this method is schematized in Table Table 5.15: Schematization of the calculation method according to table of SB 260 Stage Design values (d) in the stage to be controlled, characteristic values (char) in previous stage(s) 1 char d 2 char d 3 char d... char d Deltares 109 of 416

136 D-SHEET PILING, User Manual Allowable Anchor Force Select the Allowable Anchor Force tab in the Start Calculation window. This option is only available when the Verification (EC7/CUR) option has been enabled (section 4.1.1). Figure 5.15: Start Calculation window, Allowable Anchor Force tab Construction Select the stage for which the anchor force is to be verified. stage Start Click this button to perform the verification (section ). Draw Results Click this button to open the Allowable Anchor Force Results Diagram window and view the slip surface and key data (section ). Kranz (Kranz, 1953) has derived formulas for a short anchorage ; this means that the passive slip surface from the sheet piling and the active slip surface from the anchor wall intersect. This intersection leads to a reduced capacity of the soil resistance against the anchor force. For a long anchorage, there is no intersection of the two slip surfaces and therefore no reduction of soil resistance capacity. The applicability of the method for a long anchorage is limited to anchor walls where the distance from the soil surface to the toe of the anchor wall is smaller than approximately twice the height of the anchor wall. Grout anchors are always considered as short anchorage. For background information, see Allowable Anchor Force in chapter 31. Grout anchors are always considered as short anchorage. For background information, see Allowable Anchor Force in chapter of 416 Deltares

137 Calculations Verification Anchor Force To perform the verification, click Start. The output displays the relevant input data, the allowable anchor force and the resulting anchor force (Figure 5.16). Figure 5.16: Start Calculation window, Allowable Anchor Force tab showing results Deltares 111 of 416

138 D-SHEET PILING, User Manual Allowable Anchor Force Results Diagram To view the slip surface and key data, click the Draw Results button (see Figure 5.17). Figure 5.17: Allowable Anchor Force Results Diagram window H L A Ea Er Eo Ec Es Ep Fmax Fact The height of the anchor wall. The length of the anchor. The cross sectional area of the anchor. The horizontal component of the resulting active force on the slip plane from the sheet piling alone. The horizontal component of the resulting reaction force on the slip plane from the toe of the sheet piling to the toe of the anchor wall (short anchorage). The horizontal component of the resulting active force on the slip plane from the anchor wall alone. The horizontal component of the force resulting from the cohesion along the slip plane from the toe of the sheet piling to the toe of the anchor wall (short anchorage). The factor due to the anchor inclination. The horizontal component of the resulting passive force on the slip plane from the anchor wall alone (long anchorage). The allowable anchor force. The representative value of the acting force. 112 of 416 Deltares

139 Calculations Overall Stability Select the Overall Stability tab in the Start Calculation window. This option is only available with the Verification (EC7/CUR) option enabled (section 4.1.1). Figure 5.18: Start Calculation window, Overall Stability tab Construction stage Representative EC7 General EC7 NL CUR EC7 B Export calculation results to D-Geo Stability Choose the stage to be checked. Select this option to check the overall stability using input representative values. Select this option to check the overall stability using the partial factors on soil parameters (cohesion, friction angle and unit weight), as prescribed by the Eurocode (NEN-EN, March 2005). See section for a detailed description of the window. Note: No partial factors on loads and earth resistance are used, in contrast with what prescribed the Eurocode 7. Select this option to check the overall stability using partial factors prescribed by the Dutch Annex of the Eurocode 7 (NEN, september 2009). See section for a detailed description of the window. Select this option to check the overall stability using partial factors prescribed by CUR 166 (chapter 34). See section for a detailed description of the window. Select this option to check the overall stability using the partial factors on soil parameters (cohesion, friction angle and unit weight), as prescribed by the Belgian Annex of the Eurocode 7 NBN EN ANB. See section for a detailed description of the window. Note: No partial factors on loads and earth resistance are used, in contrast with what prescribed the Belgian annex of Eurocode 7. Use this option to generate input for a more detailed stability analysis with D-GEO STABILITY (formerly known as MStab). Deltares 113 of 416

140 D-SHEET PILING, User Manual Overall Stability acc. to Eurocode 7 (General) If EC7 General is selected (Figure 5.19) then D-SHEET PILING will apply partial factors on soil parameters only (cohesion, friction angle and unit weight), as prescribed by the Eurocode (NEN-EN, March 2005). No partial factors on loads and earth resistance are used, in contrast with what prescribed the Eurocode 7. Refer to section for more information. Figure 5.19: Start Calculation window, Overall Stability tab - EC7 General Design approach Choose the Eurocode design approach. D-SHEET PILING will modify the soil parameters (cohesion, friction angle and unit weight) depending on the Design Approach chosen Overall Stability acc. to Eurocode 7 (NL Annex) If EC7 NL is selected (Figure 5.20) then D-SHEET PILING will apply partial factors according to the Dutch Annex of the Eurocode 7. Figure 5.20: Start Calculation window, Overall Stability tab - EC7 NL Partial factor set Choose the class (RC 1, 2 or 3). D-SHEET PILING will modify the soil parameters (cohesion, friction angle and unit weight) depending on the Partial factor set chosen. 114 of 416 Deltares

141 Calculations Overall Stability acc. to CUR 166 If CUR is selected (Figure 5.21) then D-SHEET PILING will apply partial factors according to the Dutch recommendations CUR 166. Figure 5.21: Start Calculation window, Overall Stability tab - CUR Partial factor set Choose the CUR 166 safety class (Class I, II or III). D-SHEET PILING will modify the soil parameters (cohesion and friction angle) and the driving moment according to CUR 166 table Overall Stability acc. to Eurocode 7 (Belgian Annex) If EC7 B is selected (Figure 5.22) then D-SHEET PILING will apply partial factors on soil parameters only (cohesion, friction angle and unit weight), as prescribed by the Belgian annex of Eurocode 7 (NBN-EN, january 2011). No partial factors on loads and earth resistance are used, in contrast with what prescribed the Belgian annex. Refer to section for more information. Figure 5.22: Start Calculation window, Overall Stability tab - EC7 B Set Choose one of the two combinations of Design Approach 1. D-SHEET PILING will modify the soil parameters (cohesion, friction angle and unit weight) depending on the Design Approach chosen. After clicking OK, D-SHEET PILING will use Bishop s method (chapter 32) to find the critical slip circle. The critical slip circle and stability factor are shown schematically in the result window. Deltares 115 of 416

142 D-SHEET PILING, User Manual Figure 5.23: Overall Stability Diagram window 5.3 Start Calculation for Single Pile On the menu bar, click Calculation and then click Start. After analysis is complete, close the Calculation Progress window. A report can now be generated. 5.4 Batch Calculation D-SHEET PILING offers the possibility to perform calculations in batch which means successive calculations for different input files. This can be useful for time consuming calculations. To do so, D-SHEET PILING program must be started from the Run window by specifying its location followed by /b, as shown in Figure Figure 5.24: Run window Then the Start Batch Calculation window opens where the location of the files must be specified (Figure 5.25). 116 of 416 Deltares

143 Calculations Figure 5.25: Start Batch Calculation window D-SHEET PILING will run the specified files successively. 5.5 Error Messages If errors are found in the input data, any calculation can be performed and the Error Messages window opens in which more details about the error(s) are given. Those errors must be corrected first before performing a new calculation. Below is a list of all possible error messages with a few explanations when needed. Figure 5.26: Error Messages window Sheet piling: Maximum number of nodes exceeded! Maximum number of different kinds of bars exceeded! Calculation: Stiffness matrix is not filled properly! Ratio of stiffness sheet piling / Mod.of subgrade reaction too small! No passive side found of the sheet piling. Sheet piling becomes unstable (not converged) Not converged: Maximum number of iterations exceeded No convergence Uplift will occur Anchor: Anchor above ground surface Cross section for anchor incorrect (= 0) Length for anchor incorrect (= 0) Change the anchor properties in the Anchor window (section 4.5.1). Read dumpfile: Deltares 117 of 416

144 D-SHEET PILING, User Manual Requested stage not found on dumpfile Error found while reading dumpfile Unable to open dumpfile Allowable anchor force: Anchor wall in active plane sheet piling Bottom anchor wall on or above surface Eurocode verification: Maximum During Eurocode verification, the maximum allowable percentage of percentage of mobilization (of 100%) is reduced as a partial resistance factor is applied (section 4.1.2). However, the instability criterion stays at 100% mobilization exceeded that s why this error message is given. Initial calculation: Initial stress-less situation request a continuous surface Initial stress-less situation request the same soil profiles on both sides Initial stress-less situation is only possible with C, phi, delta method Initial stress-less situation : no soil displacements allowed Initial stress-less situation : no head displacements allowed Initial stress-less situation : no uniform distributions allowed Initial stress-less situation : no horizontal loads or moments allowed All the above error messages refer to the limitations of the calculation option First stage represents initial situation given in section Method K a, K 0, K p : On the left side a surcharge load is defined. On the right side a surcharge load is defined. On the left side the surface is not horizontal. On the right side the surface is not horizontal. The K a, K 0, K p model is limited to uniform loads. In case of surcharge, the c, phi, delta model must be used. The K a, K 0, K p model is limited to horizontal surfaces. In case of non-horizontal surfaces, the c, phi, delta model must be used. Design sheet piling length: There are loads or supports below the sheet piling. Sheet piling above surface level. Use of method: In the next profile(s) the difference between the highest and lowest phi in the layers is more then 15 degrees. According to CUR 166 article 4.5.8, a Culmann calculation with straight slip surfaces is not allowed. Either reduce your phi s or try a K a, K 0, K p calculation. 118 of 416 Deltares

145 Calculations In a verification the K a, K 0 and K p are recalculated with reduced phi and delta s. This was impossible with the next layer/layers while they have a manual given K a, K 0 and K p. The K a, K 0 and K p are calculated according to Brinch Hansen per material. General: The stress in the layer is used in this calculation, therefore a material should not be used in more than one layer. The next material(s) occur in more than one layer: No construction stages defined Too many construction stages defined Up to 50 stages can be defined Level of first soil displacement must coincide with top level of sheet piling On the left side, no surface has been selected Level surface near sheet pile is situated above top sheet piling Level surface near sheet pile is situated beneath toe sheet piling More than one normal force defined Only one normal force per stage is allowed. Normal force X is not constant Normal force must be constant when two levels coincide At least two soil displacement points required (sheet piling top and bottom) Levels of soil displacements are not decreasing No points defined in surface X-coordinates surface are not increasing No soil layers defined Soil profile X: Levels soil layers must be decreasing, The soil layer X is not defined No side defined Not enough points defined (needs at least two) X-coordinates of the surcharge load are not increasing Negative values specified Negative spring stiffness defined No sheet piling sections defined Too many sheet piling sections defined Sheet piling length must be at least 1 m. Sheet piling length may not be larger than 100 m. Up to 20 sections can be defined. Deltares 119 of 416

146 D-SHEET PILING, User Manual 120 of 416 Deltares

147 6 View Results The options in the Results menu can be used to view the results of the performed calculations. 6.1 Report Selection On the menu bar, click Results and then choose Report Selection to open the Report Selection window. In this window the report content can be selected for viewing, exporting and printing by marking the check-boxes in the tree view. Figure 6.1: Report Selection window Include minor nodes Multiple stage selection Graphs Select this option to display tabular results for every finite element node along the sheet piling, as opposed to just the major nodes. To apply the same result selection for all stages, first use the Multiple stage selection tree view on the right hand side. By clicking Apply to all stages, this general selection will be applied to the tree view on the left hand side. Clicking Select all and then Apply under Graphs will cause pictures of the geometry and graphs of the moments, forces and displacements to be included for all stages. Click OK to generate a report with the selected content. 6.2 Report On the menu bar, click Results and then choose Report to view the results of the analysis, in report format with tables and graphs (section 5.2.1). Depending on the type of calculation performed (section 5.2), the report will contain different results: Results of a standard calculation (section 6.2.1) Deltares 121 of 416

148 D-SHEET PILING, User Manual Results of a Verify Sheet Piling analysis according to CUR and Eurocode 7 (NL Annex) (section 6.2.2) Results of a Verify Sheet Piling analysis according to Eurocode 7 (General and Belgian annex) (section 6.2.3) Click the Print active window icon to print the report. Choose the Export Report option from the File menu to save the report, for example in RTF format Report for a standard calculation The report contains a selection from the following elements: Header with general data. Table of Contents. Summary section (Figure 6.2) contains: Maxima per Stage: table overview of the extreme values for all stages; Anchors and Struts: state and force in the anchors/struts for all relevant stages (the force is given in the direction of the anchor/strut); Calculation Errors: possible warnings indicating if instability occur during a stage; Warnings: possible warnings indicating if uplift occur during a stage; Figure 6.2: Report window, Summary section Input Data for all Stages section: overview of general input. Construction Stages section (for each stage) containing: Outline (Picture) shows a diagram of the geometry with layers and supports; Input Data Left/Right gives an overview of the input for each construction stage: 122 of 416 Deltares

149 View Results If the K a, K 0, K p method is used for the selected side, the values of the calculated Earth pressures coefficients K a, K 0 and K p are given in a table (see Figure 6.3); Figure 6.3: Report window, Input Data Left/Right section for K a, K 0, K p method If the c, phi, delta method is used for the selected side, the table of the Earth pressures coefficients is empty (see "n.a" in Figure 6.4) but an additional paragraph called Calculated Earth Pressure Coefficients Left/Right is present: in the table displayed, column "Fictive earth pressure coefficients" gives the values of the lateral earth pressure ratios calculated by the Culmann (c, phi, delta). These values can also be found in the Fictive Earth Pressure Coefficients window (section ). Refer to section for background information. Deltares 123 of 416

150 D-SHEET PILING, User Manual Figure 6.4: Report window, Input Data Left/Right section for Culmann method Calculation Results for each construction stage; Charts of Moments/Forces and Displacements (Picture) shows the graphical output for moments, forces and displacements along the sheet piling; Moments/Forces and Displacements gives the tabular output for moments, forces and displacements along the sheet piling; Stresses gives the tabular output for stresses along the sheet piling. Soil Collapse (Figure 6.5) Soil Collapse gives the output of the integrated horizontal forces on the left and right hand sides. D-SHEET PILING calculates the mobilized force resistance from the ratio between the actual force and the maximum force along the passive side. In cases with a single support/anchor/strut, the maximum moment and the mobilized moment are also calculated, around the location of the support. On the passive side, D-SHEET PILING only takes the stress contributions below that location into account. 124 of 416 Deltares

151 View Results Figure 6.5: Report window, Soil Collapse section Vertical Force Balance (Figure 6.6) gives a rough indication of the upward forces that result from the friction by soil movement on the active and passive sides. This method is only useful if the friction is mainly caused by excavation, e.g. not by normal forces. For background information, refer to chapter 33. Figure 6.6: Report window, Vertical Force Balance section Anchors/Struts (Figure 6.7) gives the force in all anchor and strut. Figure 6.7: Report window, Anchors/Struts section Settlement by Vibration section containing: Surface Settlement (Figure 6.8) Deltares 125 of 416

152 D-SHEET PILING, User Manual Figure 6.8: Report window, Settlement by Vibration - Surface settlement section Settlement in requested point (Figure 6.9) Figure 6.9: Report window, Settlement by Vibration - Settlement in requested point section The report is largely self-descriptive. Fragments of the result sections are displayed in Figure 6.2 to Figure 6.9. Click the Print active window icon on the menu bar to print the report. Choose the Export Report option from the File menu to save the report, for example in RTF format. Click on the buttons at the top of the Report window to browse through the report: Zoom in button Click this button to enlarge the content of the selected page. Zoom out button Click this button to reduce the content of the selected page. Zoom full page Click this button to enlarge the page to fit the window. Zoom page width Click this button to enlarge the page width to fit the window. Move to first page Click this button to go to the first page of the report. Move to previous page Click this button to go to the previous page of the report. Move to next page Click this button to go to the next page of the report. 126 of 416 Deltares

153 View Results Move to last page Click this button to go to the last page of the report. Enter the page number to be displayed Report for a Verify Sheet Piling calculation acc. CUR and EC7 NL A verification analysis according to CUR 166 or Eurocode 7 (Annex NL) is performed using the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3).The verification report contains the same elements as described in the regular analysis report (section 6.2.1), except for the following sections: Summary section containing (Figure 6.10): Overview per Stage and Test: table overview of the results obtained for the selected stages of the Verify Sheet Piling tab in the Start Calculation window (section 5.2.3), for six CUR 166 steps (6.1, 6.2, 6.3, 6.4, 6.5 and 9.1) plus step 6.5 using a multiplication of 1.2 for the displacement, moment and force; Anchors and Struts: state of anchors and struts for each selected stage and for the six CUR 166 steps (6.1, 6.2, 6.3, 6.4, 6.5 and 9.1); Overall Stability per Stage: safety factor for each stage; Calculation Errors: possible warnings indicating if instability occur during a stage; Warnings: possible warnings indicating if uplift occur during a stage; Figure 6.10: Report window, Summary section for a CUR or EC7 NL verification Deltares 127 of 416

154 D-SHEET PILING, User Manual Construction Stages section (for each stage and for the six CUR 166 steps) containing: Outline (Picture) shows a diagram of the geometry with layers and supports, including geometrical modifications by the selected safety class; Input Data Left/Right gives an overview of the input for each construction stage, including modifications by a selected partial factor safety class; For the results, refer to section 6.2.1; Refer to section 34.2 for background information on the CUR 166 verification steps. Refer to section 35.2 for background information on the Dutch Annex of Eurocode Report for a Verify Sheet Piling calculation acc. EC7 General and EC7 B A verification analysis according to Eurocode 7-General and Eurocode 7-Belgian is performed using the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3).The report for a EC7-General and EC7-B verification contains the same elements as described in the regular analysis report (section 6.2.1), except for the following sections: Summary section containing (Figure 6.11): Overview per Stage and Test: table overview of the results obtained for the selected stages of the Verify Sheet Piling tab in the Start Calculation window (section 5.2.3), for the selected design approach: for the EC7-General verification: DA 1, DA 2 or DA 3; for the EC7-Belgian verification: ANB set 1 (i.e. DA 1 set 1) and ANB set 2 (i.e. DA 1 set 2) plus an extra design approach called Deformation corresponding to a representative calculation (no partial factors). Anchors and Struts: state of anchors and struts for each selected stage and for the selected design approach (DA): 1, 2 or 3. Overall Stability per Stage: safety factor for each stage; Calculation Errors: possible warnings indicating if instability occur during a stage; Warnings: possible warnings indicating if uplift occur during a stage; Figure 6.11: Report window, Summary section for a EC7-General verification 128 of 416 Deltares

155 View Results Construction Stages section (for each stage and for the selected DA) containing: Outline (Picture) shows a diagram of the geometry with layers and supports, including geometrical modifications by the selected design approach; Input Data Left/Right gives an overview of the input for each construction stage, including modifications by the partial factors of the selected DA; For the results, refer to section 6.2.1; Note: For design approaches DA 1 set 1 and DA 2, the maximum values of the bending moment given in the Summary section of the Report can be different from those given in the Moment/Force/Displacement Charts window (section 6.3.3) because the bending moment given in the Report includes the partial factor on the effect of the loads whereas the actual values in the Moment/Force/Displacement Charts window not. Refer to section 35.1 for background information on the General Eurocode Moments, Forces and Displacements Charts On the menu bar, click Results and then choose Moment/Force/Displacement Charts to view graphs of the bending moments, shear forces and displacements along the sheet piling. Depending on the type of calculation performed (section 5.2), the content of the Moment/Force/Displacement Charts window will be different: (section 6.3.1) Charts for a Standard calculation; (section 6.3.2) Charts for a Verify Sheet Piling calculation according to CUR and Eurocode 7 (NL Annex); (section 6.3.3) Charts for a Verify Sheet Piling calculation according to Eurocode 7 (General) Charts for a Standard calculation Figure 6.12: Moment/Force/Displacement Charts window Deltares 129 of 416

156 D-SHEET PILING, User Manual, to view the results of the other construc- icon to print the displayed graphics. Click the Previous stage and Next stage icons, tion stages. Click on the Print active window For the three charts, the grey dotted lines indicate the maximum values obtained from all stages. For the Bending Moment chart (left chart of Figure 6.12), the Admiss. elas. design moment inputted in the Sheet Piling window (section ) is also drawn as two green dotted vertical lines (of -300 and 300 knm in Figure 6.12). In case of a Plastic calculation, the Admiss. plas. design moment inputted in the Sheet Piling window (section ) is also drawn as two blue dotted vertical lines (of -350 and 350 knm in Figure 6.12). Click the right hand mouse button, and choose View Data to open the Chart Data window (Figure 6.13). In this window the data used to generate the charts can be viewed and copied, for example for use in spreadsheets. Figure 6.13: Chart Data window For the three charts (Bending Moments, Shear Forces and Displacement), three types of data s are available: Actual Minimum Maximum The actual values of the selected stage. The minimum values of all stages. The maximum values of all stages. Note: The anchor force Fsupport given chart data in the Shear Forces chart of the Moment/Force/Displacement Charts window is the actual total force in the anchor (normal to the sheet piling), whilst the shear force illustrated as acting on the sheet pile wall is only the horizontal component of the anchor force. Thus the size of the jump in the shear force diagram will only be the same as the value given for Fsupport if the anchor is horizontal. 130 of 416 Deltares

157 View Results Charts for a Verify Sheet Piling calculation acc. CUR and EC7 NL A verification analysis according to CUR 166 or Eurocode 7 (Annex NL) is performed using the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3). The verification graphs of the bending moments, shear forces and displacements along the sheet piling (Figure 6.14) are available for the selected stage, for all six CUR 166 verification steps (6.1, 6.2, 6.3, 6.4, 6.5 and 9.1). See also the description for the Moment/Force/Displacement Charts from a regular analysis (section 6.3.1). Figure 6.14: Moment/Force/Displacement Charts window for a CUR verification Click the View Verification Step icon to open a diagram of the changes made for the selected verification step. For background information on the CUR 166 verification steps, see section Charts for a Verify Sheet Piling calculation acc. EC7 General and EC7 B A verification analysis according to Eurocode 7 (General and Belgian annex) is performed using the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3). The verification graphs of the bending moments, shear forces and displacements along the sheet piling (Figure 6.15) are available for the selected stage, only for the design approach (DA) selected in the Verify Sheet Piling tab of the Start Calculation window (section 5.2.3). Deltares 131 of 416

158 D-SHEET PILING, User Manual Figure 6.15: Moment/Force/Displacement Charts window for a EuroCode verification Different lines are represented in the Moment/Force/Displacement Charts window: In the Bending Moments chart, four different lines are plotted: the grey dotted line is the maximum bending moment obtained from all stages; the black continuous line is the bending moment calculated for the selected stage, except for design approaches DA 1 set 1 and DA 2 for which this line corresponds to the intermediary calculated bending moment without partial factor on the effect of the loads; the red dotted line is the maximum (between all stages) calculated bending moment multiplied by the partial factor on the effect of the loads. For design approaches DA 1 set 2 and DA 3, the red line is indeed the grey line as any partial factor applies on the effect of the loads. For design approaches DA 1 set 1 and DA 2, the red line is the black continuous line multiplied by the partial factor on the effect of the loads; the green dotted vertical line is the Admiss. elas. design moment inputted in the Sheet Piling window (section 4.2.1). the blue dotted vertical line is the Admiss. plas. design moment inputted in the Sheet Piling window (section 4.2.2) for a Plastic calculation. In the Shear Forces chart, two different lines are plotted: the grey dotted line is the maximum shear force obtained from all stages; the black continuous line is the shear force calculated for the selected stage; In the Displacements chart, two different lines are plotted: the grey dotted line is the maximum displacement obtained from all stages; the black continuous line is the displacement calculated for the selected stage; See also the description for the Moment/Force/Displacement Charts from a regular analysis (section 6.3.1). 132 of 416 Deltares

159 View Results Note: For design approaches DA 1 set 1 and DA 2, the maximum moment and the maximum shear force given in the Moment/Force/Displacement Charts window are less than those given in the Summary section of the Report window while they should be equal. The reason for this is that the Moment/Force/Displacement Charts window shows the intermediary calculated moments and forces before multiplying them with the partial factor on the effect of the loads (1.35 as default) whereas the Summary section of the Report window shows the final design moments and forces. Click the right hand mouse button, and choose View Data to open the Chart Data window (Figure 6.16). In this window the data used to generate the charts can be viewed and copied, for example for use in spreadsheets chart data. Figure 6.16: Chart Data window For the three charts (Bending Moments, Shear Forces and Displacement), three types of data s are available: Actual Minimum Maximum The actual values of the selected stage. Note: For the chart of the Bending Moments, the actual values correspond to the black continuous line, not the red dotted line (i.e. including partial factor on the effect of the loads). Note: For design approaches DA 1 set 1 and DA 2, the maximum/minimum values of the bending moment can be different from those given in the Summary section of the Report (section 6.2.3) because the bending moment given in the Report includes the partial factor on the effect of the loads whereas the actual values in the Chart Data window not. The minimum values of all stages. The maximum values of all stages. Deltares 133 of 416

160 D-SHEET PILING, User Manual 6.4 Stress Charts On the menu bar, click Results and then choose Stress State Charts to open the Stress charts window where three graphs are plotted: the Water Pressure graph represents the water pressure (including the user-defined additional pore pressure) acting on the sheet pile wall at both sides; the Effective Stress graph represents the horizontal effective stress acting on the sheet pile wall at both sides; the Resulting Stress graph has two lines: the black line represents the resulting total stress acting on the sheet pile wall (i.e. the difference between the horizontal total stress at the active and passive sides). The total stress is the sum of the effective stress and the water pressure. the red line represents the resulting effective stress acting on the sheet pile wall (i.e. the difference between the horizontal effective stress at the active and passive sides). Figure 6.17: Stress State Charts window, to view the results of the other con- Click the Previous stage and Next stage buttons, struction stages. Click the Print active window button to print the displayed graphics.click the right hand mouse button, and choose View Data to open the Chart Data window (Figure 6.18). In this window the data used to generate the charts can be viewed and copied, for example for use in spreadsheets chart data. 134 of 416 Deltares

161 View Results Figure 6.18: Chart Data window Water Pressure Left Water Pressure Right Resulting Stress Effective Stress Left Effective Stress Right The water pressure (including the user-defined additional pore pressure) acting on the left side of the sheet pile wall. The water pressure (including the user-defined additional pore pressure) acting on the right side of the sheet pile wall. The resulting total stress (i.e. sum of the effective stress and the water pressure) acting on the sheet pile wall (i.e. the difference between the horizontal total stress at the active and passive sides): σ resulting = σ active + P w;active ( ) σ passive + P w;passive The horizontal effective stress acting on the left side of the sheet pile wall. The horizontal effective stress acting on the right side of the sheet pile wall. 6.5 Stress Diagrams On the menu bar, click Results and then choose Stress Diagrams to view the effective stress σ, the pore pressure U and the resulting stress R acting on the sheet pile wall, displayed over the soil, sheet piling and anchorage. Deltares 135 of 416

162 D-SHEET PILING, User Manual Figure 6.19: Stress Diagrams window Three stress representations are available: Click the Effective Stress icon to view the horizontal effective stress acting on the sheet pile wall at both sides. Click the Water pressure icon to view the water pressure (including the user-defined additional pore pressure) acting on the sheet pile wall at both sides. Click the Resulting stress icon to view the resulting total stress (i.e. sum of the effective stress and the water pressure) acting on the sheet pile wall (i.e. the difference between the horizontal total stress at the active and passive sides): σ resulting = σ active + P w;active ( σ passive + P w;passive ). Click the Previous stage and Next stage icons,, to view the results of the other construction stages. Click the Print active window icon to print the displayed graphics. 6.6 Settlement by Vibration Charts This option is available only after a Settlement by Vibration calculation (section 7.1).On the menu bar, click Results and then choose Settlement by Vibration Charts to display the settlement vs. the distance to sheet pile. Three types of charts are displayed: (section 6.6.1) Settlements during installation of the sheet piling; (section 6.6.2) Settlements during removal of the sheet piling; (section 6.6.3) Total settlements. For each chart, three lines are shown: 136 of 416 Deltares

163 View Results The blue line corresponds to the settlements due to sheet pile volume; The red line corresponds to the settlements due to densification; The black line corresponds to the total settlement (sum of settlements due to sheet pile volume and due to densification). For background information about the determination of the settlements due to vibration, refer to chapter Settlements during installation of the sheet piling Choose During installation from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the settlements during installation of the sheet piling. Figure 6.20: Settlements by Vibration Charts window, During installation Settlements during removal of the sheet piling Choose During removal from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the settlements during removal of the sheet piling. Deltares 137 of 416

164 D-SHEET PILING, User Manual Figure 6.21: Settlements by Vibration Charts window, During removal Total settlement Choose Total settlement from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the total settlement due to vibration during installation and removal of the sheet piling. Figure 6.22: Settlements by Vibration Charts window, Total settlement 138 of 416 Deltares

165 View Results 6.7 Slide Planes C, Phi, Delta Calculation This option is available only for the stages and sides for which the c, phi, delta method (Culmann) for the calculation of the lateral earth pressure ratios was selected in the Stages Overview window (section ), and only for a Standard calculation (section 5.2.1) but not after a verification calculation.on the menu bar, click Results and then choose Slide Planes C, Phi, Delta Calculation to view the active and passive slide planes as calculated using the Culmann theory (section ). The method is based on the equilibrium between the different forces acting surcharge, the soil weight, the total force from the sheet piling, the normal force and the shear force along one straight slip surface. The Culmann method takes the stratification of soil along the slip surface into account. D-SHEET PILING iteratively determines a slip surface that results in the maximum active pressure and the minimum passive pressure. From this calculated pressure, D-SHEET PILING determines different coefficients in each point from the top to the toe of the sheet pile wall. Figure 6.23: Active Planes Diagram window Click the Active slide planes icon to view the slides planes in each point along the sheet pile wall at the left and right sides, used to calculate the active earth pressure coefficients, as given in the Fictive Earth Pressure Coefficients window (section ). Click the Passive slide planes icon to view the slides planes in each point along the sheet pile wall at the left and right sides, used to calculate the passive earth pressure coefficients, as given in the Fictive Earth Pressure Coefficients window (section ). Click the Previous stage and Next stage icons,, to view the results of the other construction stages. Click the Print active window icon to print the displayed graphics. Deltares 139 of 416

166 D-SHEET PILING, User Manual 140 of 416 Deltares

167 7 Feasibility During the analysis of a sheet pile wall, after verifying the wall s stability, it is also important to perform a feasibility check. For this purpose, the use of the Feasibility module helps the user: to evaluate the settlements due to vibratory installation and removal of sheet piles (section 7.1); to evaluate the feasibility of a project by comparison with prior experiences. Two experience sources are available in the Feasibility module: In order to check the feasibility of sheet pile driving, the NVAF (Nederlandse Vereniging Aannemers Funderingstechnieken) NVAF lines has written a number of instructions in a handbook (Harderwijk and NVAF/PSW, 2002) published in The Feasibility module supports part of this by means of the so-called NVAF lines, representing the relation between the sheet piling length and the resisting moment. These lines and the way to use them are presented in section At the same time, a project called GeoBrain Foundations (GeoBrain) was started in 2002 at Deltares together with contractors and an engineering firm, which aims to develop a prediction model for the feasibility of different types of geotechnical engineering works. The details of hundreds of projects involving the driving of sheet pilings were received for study. The Feasibility module gives access for the user to those experiences, as explained in section 7.2.2, section 7.3 and section 7.4. Note: When using the Feasibility module, the aim is not to judge the feasibility of the project as input into D-SHEET PILING but only to provide the user with experiences on practical feasibility. The user retains the final responsibility for the project. 7.1 Settlement by vibration Settlements due to vibratory installation and removal of sheet piles are mainly caused by densification of the sand and by installation or removal of a sheet pile volume. The model implemented in D-SHEET PILING is based on the model developed by Meijers (Meijers and Tol, Juli 2010) (Meijers, december 2007). This model calculates the densification and excess pore pressures during the installation and removal of the sheet pile. For background information, refer to chapter 39. The calculated settlements will be displayed in the Settlement by Vibration Charts window (section 6.6) and in the Report (Figure 6.8) at the surface level. To know the settlements at particular points (within the soil profile), enter their positions in the Positions Vibration Settlement window (Figure 7.1). The calculated settlements at those particular points will be display in the Report, in section Settlement in request point (Figure 6.9). Deltares 141 of 416

168 D-SHEET PILING, User Manual Figure 7.1: Positions Vibration Settlement window The calculation of the settlement by vibration is started from the Feasibility menu by selecting the option Settlement by Vibration Calculation (Figure 7.2). Figure 7.2: Options under Feasibility menu A window appears showing the calculation progress (Figure 7.3). Figure 7.3: Calculation progress window during Settlement by vibration calculation The settlements are calculated for the active side/right side of the sheet pile and first (initial) step. Ground level is the level next to the sheet pile wall. Settlement results are shown in the Settlement by vibration Charts window, available from the Results menu (section 6.6) and in the Report (Figure 6.9). 7.2 Sheet Pile Installation To open the Feasibility Sheet Piling Installation window, click the Sheet Pile Installation option from the Feasibility menu. 142 of 416 Deltares

169 Feasibility Sheet Pile Installation based on NVAF lines When the Show NVAF lines option from the Feasibility Sheet Pile Installation window is selected, the chart shown in Figure 7.4 appears, representing the relation between the resisting moment and the sheet pile length. Different lines are represented corresponding to different driving strengths in kn. Figure 7.4: textite-consult Sheet Pile Installation window, Show NVAF lines option In the Experience lines NVAF option, different lines can be selected from a drop down menu, as shown in Figure 7.5. Figure 7.5: Experience lines NVAF drop-down menu A distinction is made between High Frequency (HF ) and Low Frequency (LF ) vibrations for the sheet pile driving. For both vibration frequencies, general charts (ending with the number 5, 10, 15 or 20, for example HF 15) and charts for the most important cities of the Netherlands (for example HF Rotterdam) are available. The final number of the general charts corresponds to the average cone resistance of the soil in MPa. For example, <LF 10> means sheet pilings driven using low frequency vibrations in a soil having an average cone resistance of 10 MPa. In the graph Resisting moment vs. Sheet Pile length, the current sheet pile input is indicated by a blue point section According to Figure 7.4, it is an <AZ 13> sheet piling profile with a resisting moment of 1300 cm 3 /m and a length of 16 m. If this point lies below the NVAF-lines, successful pile driving is guaranteed for the selected sheet piling profile. If the Deltares 143 of 416

170 D-SHEET PILING, User Manual point lies above the NVAF-lines (which is the case in Figure 7.4), damage could occur during pile driving. In the latter case, the sheet piling properties need to be changed either by decreasing the sheet pile length, or by increasing the resisting moment. New calculations must be performed with this new profile to verify the sheet piling stability. For a detailed description on the use of the Feasibility module with NVAF experience lines, see the Experience data tutorial example chapter 19 or (Harderwijk and NVAF/PSW, 2002) Sheet Pile Installation based on GeoBrain Experiences When selecting the Show Experiences option from the Feasibility Sheet Pile Installation window, the chart of Figure 7.6 below appears, representing Resisting moment vs. Sheet pile length. Each point represented corresponds to a performed project. Different colors and markers are used for the points depending on whether the experience was Good, Moderate or Poor. Figure 7.6: E-consult Sheet Pile Installation window, Show Experiences option In the Region option, different regions from the Netherlands, Belgium and Germany can be selected from a drop-down menu, as shown in Figure 7.7. Figure 7.7: Region drop-down menu To get the most relevant information about each project, move the cursor over the project. To view all of the information, click on the project and read the following information at the right 144 of 416 Deltares

171 Feasibility side of Feasibility Sheet Piling Installation window: Projectnaam The name of the project. Datum uitvoering The date of construction. Straat en Plaats The location of the project: street and the city names. Sondering The name of the *.gef file containing the boring results. Type profiel The type of sheet piling profile. Enkele planken Single sheet piling: Ja = Yes and Nee = No. Dubbele planken Double sheet piling: Ja = Yes and Nee = No. Drieling planken Triple sheet piling: Ja = Yes and Nee = No. Lengte van planken The length of the sheet piling. Gebruikt trilblok The type of vibration used. Hoog/laag frequent The type of vibration frequency: Hoog = High and Laag = Low. Project resultaat The characteristic of the project results: Goed = Good, Matig = Moderate and Slecht = Poor. In Figure 7.6 it can be seen that the blue circle and black box denoting D-SHEET PILING and manual input respectively lie within the general area for which experience has been obtained. This is an indication that the installation has a fairly common combination of sheet pile length and resisting moment, although if there are a lot of Poor experiences near to an input this could be an indication that the combination is likely to experience problems on installation. 7.3 GeoBrain Drivability Prediction Choose GeoBrain Drivability Prediction from the Feasibility menu to open the GeoBrain Prediction window. D-SHEET PILING contacts on-line to the GeoBrain experience database. Deltares 145 of 416

172 D-SHEET PILING, User Manual Figure 7.8: GeoBrain Prediction window, First page CPT Resisting moment Sheet piling length Water level to surface The name of the imported CPT (section 4.3.4). No CPT imported is indicated by n.a. The Resisting moment of the sheet piling inputted in the Sheet Piling window (section 4.2.1). The length of the sheet piling inputted in the Sheet Piling window (section 4.2.1). Ground water level with respect to ground surface of the first stage (a negative value indicates ground water is under ground surface). Click this button to first modify the other data before performing a prediction. When clicking this button, the user is directed through the different items of a menu bar. If the user does not know the answer to a question, default values are used (section 7.3.1). Click this button to predict directly, without changing the default values for other data. When clicking this button, the user is directly directed to the Result menu (section 7.3.5) if all required information are correct. If not, the user is directed through the different items of a menu bar (section 7.3.1) to fill in the missing required information. This button is available only if a CPT was previously imported in the Soil Profiles window (section 4.3.4). 146 of 416 Deltares

173 Feasibility GeoBrain Prediction Menu bar When clicking the Refine button, a main screen appears with a menu bar (Figure 7.9) at the top and the bottom. Menus named Geotechnics (section 7.3.2), Sheet pile (section 7.3.3) and Installation (section 7.3.4) contain questions that either have been filled automatically or must be filled by the user before performing any prediction in the Result menu (section 7.3.5) and viewing/saving the report in the Report menu (section 7.3.6).Use the Next > and < Previous buttons to go through this menu. Figure 7.9: GeoBrain Prediction window, Menu bar GeoBrain Prediction Geotechnics menu The Geotechnics menu shows the imported CPT and contains geotechnical questions. Deltares 147 of 416

174 D-SHEET PILING, User Manual Figure 7.10: GeoBrain Prediction window, Geotechnics menu 148 of 416 Deltares

175 Feasibility Question 1 Current CPT file: The name of the CPT file providing the soil profile of the project. By default, D-SHEET PILING uses the imported CPT in the Soil Profiles window (section 4.3.4). If no CPT was imported, three options are available to get a CPT file: Select Upload CPT to import a GEF-CPT file by clicking the Browse button; Select Search for CPT to import a GEF-CPT file from the DINO database (Data and Information of the Subsurface of The Netherlands). The search is made using a map. Refer to (DINO) for more information on the DINO database. Select Default CPT to select a GEF-CPT file from a drop-down list containing default CPT for the main Dutch cities. Question 2 Question 3 Question 4 Question 5 Question 6 Is there stiff clay present? Select from the drop-down menu the type of stiff clay if present in the project. Pot clay (potklei in Dutch) is a very compact black, until blackbrown clay which is present especially in the north of the Netherlands. Boomse clay (boomseklei in Dutch) is a clay layer in the subsoil of the east of the Netherlands and the North east of Belgium and it belongs to the sediment formation of Rupel. What is the thickness of the stiff clay layers? [m] If stiff clay is present, enter the thickness of the stiff clay layers. Ground water level with respect to ground surface [m]: D-SHEET PILING uses as default the ground water level of the first stage. Are there obstacles present? Give an estimate in percentage Enter 0 if no obstacle. What is the condition of the subsurface on site? Choose from the drop-down menu between Good, Moderate or Poor to define the quality of the foundation GeoBrain Prediction Sheet pile menu The Sheet pile menu contains questions about the sheet pile. Deltares 149 of 416

176 D-SHEET PILING, User Manual Figure 7.11: GeoBrain Prediction window, Sheet pile menu Question 7 Question 8 Question 9 Question 10 Question 11 Question 12 What is the length of the sheet pile to be used? Enter the length of the sheet pile. D-SHEET PILING uses as default the length inputted in the Sheet Piling window section Sheet pile producer: Select from the drop-down menu the sheet pile manufacturer if part of D-SHEET PILING library. Type of sheet pile: Select from the drop-down menu the type profile if part of the D-SHEET PILING library. Resisting moment: Enter manually the resisting moment if the sheet pile profile is not part of the D-SHEET PILING library. Type of sheet pile profile: Enter manually the sheet pile profile if the sheet pile profile is not part of the D-SHEET PILING library. Weight of a single sheet pile per meter: Enter manually the sheet pile weight if the sheet pile profile is not part of the D-SHEET PILING library. Width single sheet pile profile: Enter manually the sheet pile width if the sheet pile profile is not part of the D-SHEET PILING library. 150 of 416 Deltares

177 Feasibility Question 13 Question 14 What is the condition of the sheet piles to be used? Select from the drop-down menu the use condition of the sheet piles (new or used). In case of used sheet piles, indicate the state (good repair, moderately repair or poor state). How are the sheet piles installed? Choose between sheet piles installed in Single, Double and Triple GeoBrain Prediction Installation menu The Installation menu contains questions about the installation method. Figure 7.12: GeoBrain Prediction window, Installation menu for the three methods of driving (Vibrate, Drive and Pressing) Question 15 Question 16 Question 17 Question 18 Question 19 Which method of driving is used? Choose from the drop-down menu between Vibrate, Drive or Pressing. This choice will influence the next questions. Do you know which vibratory hammer/pile hammer/pressing machine is used? If Yes, an D-SHEET PILING library of machines is available. If No, the user has to input manually the force/energy needed to install the sheet pile(s). Type of vibratory hammer/pile hammer/pressing machine If known, select a type of machine from the drop down menu. Centrifugal force vibratory hammer/blow energy pile hammer/pressure force of pressing machine Enter the force that must be developed by the machine to install the sheet pile. Type of pile hammer Only in case of driven pile, choose between diesel and hydraulic pile hammer. Deltares 151 of 416

178 D-SHEET PILING, User Manual GeoBrain Prediction Result menu To start the prediction, click the Prediction button. Figure 7.13: GeoBrain Prediction window, Result menu GeoBrain Prediction Prediction Report To get a complete report in PDF format containing the input and results, click on the link View the report here as a pdf-file in the Report menu (Figure 7.14). Figure 7.14: GeoBrain Prediction window, Report menu The Prediction Report window opens (Figure 19.15) with the default Internet Explorer program. Using the appropriate icon on the menu bar, this prediction report can either be printed and/or saved as a PDF document. 152 of 416 Deltares

179 Feasibility Figure 7.15: Prediction Report window, Results prediction section 7.4 GeoBrain Drivability Experiences Choose GeoBrain Drivability Experiences from the Feasibility menu to open the GeoBrain Experiences window (Figure 7.16) to predict the feasibility of the design using the GeoBrain experience database. Deltares 153 of 416

180 D-SHEET PILING, User Manual Figure 7.16: GeoBrain Experiences window The GeoBrain database can be consulted in three different ways: Click this button to search experiences in the GeoBrain database based on similar sheet piling length and resisting moment of the D-SHEET PILING project. See section 4.5 for a detailed description of the search results. Note: The sheet piling length and resisting moment of the D-SHEET PILING project are inputted in the Sheet Piling window section and are indicated at the top of the window (Figure 7.16). Click this button to search experiences in the GeoBrain database based on a similar soil profile deduced from the imported CPT. Before clicking the CPT button, select from the drop-down menu a type of similarity between the soil profile of the GeoBrain database and the soil profile of the current project. See section for a detailed description of the search results. Note: The name of the imported CPT is indicated at the top of the window (Figure 7.16); n.a. indicates that no CPT is available. Click this button to search experiences in the GeoBrain database close to the location of the current project, by using a map. See section for a detailed description of the search results. 154 of 416 Deltares

181 Feasibility Figure 7.17: GeoBrain Experiences window, Type of similarity between the soil profile of the GeoBrain database and the soil profile of the D-SHEET PILING project GeoBrain Experiences Search on Sheet Piling When searching in the GeoBrain experience database projects with similar sheet piling length and resisting moment, the GeoBrain Experiences window displays a list of projects arranged alphabetically (Figure 7.18). Figure 7.18: GeoBrain Experiences window, search on Sheet Piling Page: Profile Project Sheet pile Click the Back button to return to the main search window (Figure 7.16). Select a specific page by clicking on the appropriate page number. The current page displayed is indicated by an arrow below the page number. Click the Next button to go to the next page. The soil profile of the project. The name of the project. Click on the name to access detailed information as shown in Figure The sheet pile profile and length. Deltares 155 of 416

182 D-SHEET PILING, User Manual Equipment Result Refine query The drive method (Vibrate, Drive or Pressing) and the corresponding type of machine (Vibratory hammer, Pile hammer or Pressing machine). The quality of the project result. Refine the search by clicking the appropriate requirement, see below for a detailed description. Clicking on the name of the project, give access to more detailed information on the selected project as shown in Figure In the window displayed, all sort information on Situation, Geotechnics, Sheet piling, Installation, Surroundings and Experiences are available by clicking the corresponding name on the menu bar at the top. Click on Back to return to the projects list (Figure 7.18) and inspect other projects. Figure 7.19: GeoBrain Experiences window, Detailed information on the selected project Using the Refine query table at the right side of the window (Figure 7.18), it is possible to refine the search by clicking the appropriate requirement displayed in green. In parenthesis is the number of projects of the GeoBrain database that meet this requirement. The available requirements concern the quality of the result, the project location, some sheet pile installation settings and some undesirable occurrences as listed below: Result Area Length Type of sheet pile, resisting moment Drive method Vibratory hammer, centrifugal force Pile hammer, blow energy Pressing machine, pressure force Sheet pile combination Undesirable occurrences Choose between Good, Moderate or Poor. Different regions from the Netherlands or different countries (Belgium or Germany) can be selected. Select one of the length intervals of 5 m corresponding to the current project. As default, D-SHEET PILING uses the length inputted in the Sheet Piling window from the Construction menu, section Select one of the resisting moment intervals of 500 cm 3 /m corresponding to the current project. As default, D-SHEET PILING uses the length inputted in the Sheet Piling window from the Construction menu, section Select the drive method that will be used to install to sheet piling (Vibrate, Drive or Pressing). In case of vibrated pile, select one of the centrifugal force intervals used by the vibratory hammer of the current project. In case of driven pile, select one of the blow energy intervals used by the pile hammer of the current project. In case of pressing pile, select one of the pressure force intervals used by the pressing machine of the current project. Select the appropriate sheet pile combination: only sheet piles or combined walls (combination of sheet piles with tube piles or H-profiles). Select one of the undesirable occurrences in the list that are expected to occur in the current project. 156 of 416 Deltares

183 Feasibility Using the Refine Query table, it is also possible to change requirements by clicking the arrow behind the requirement, as shown in Figure 7.20 (a) for Length and Resisting moment. This will result in an enlargement of the search results as shown in Figure 7.20 (b) allowing the user to change the requirements. (a) (b) Figure 7.20: Detailed view of the Refine Query GeoBrain Experiences Search on CPT When searching in the GeoBrain experience database projects with similar CPT, a GEF-CPT file should have been previously imported in the Soil Profiles window (section 4.3.4). If not the case, the window of Figure 7.21 appears. The GeoBrain Experiences window displays a list of projects arranged alphabetically as explained in section 4.5. Deltares 157 of 416

184 D-SHEET PILING, User Manual Figure 7.21: GeoBrain Experiences window, Search on Sheet Piling GeoBrain Experiences window, Search on CPT Current CPT file CPT similarity The name of the CPT file providing the soil profile of the project. Three options are available to get a CPT file: Select Upload CPT to import a GEF-CPT file by clicking the Browse button; Select Search for CPT to import a GEF-CPT file from the DINO database (Data and Information of the Subsurface of The Netherlands). The search is made using a map. Refer to (DINO) for more information on the DINO database. Select Default CPT to select a GEF-CPT file from a drop-down list containing default CPT for the main Dutch cities. Select from the drop-down menu a type of similarity between the soil profile of the GeoBrain database and the soil profile of the current project. Click this button to start the search. The GeoBrain Experiences window displays a list of projects arranged alphabetically, with the same features as a Search on Sheet Piling. So refer to (section 7.3) for a detailed description. 158 of 416 Deltares

185 Feasibility GeoBrain Experiences Search on Location When searching in the GeoBrain experience database projects situated close to the location of the current project, the GeoBrain Experiences window displays a map of the Netherlands (Figure 7.22). Figure 7.22: GeoBrain Experiences window, Search on Location View the total per area Click this button to display a map view including cities, street and motorway names and representation. Click this button to display a satellite view. Click this button to display a combination of the Map and Satellite views. Zoom in: Click this button to enlarge the map. Zoom out: Click this button to reduce the map. Pan: Click this button to move the map by dragging the mouse. Click this button to return to the main search window (Figure 7.16). Deltares 159 of 416

186 D-SHEET PILING, User Manual Zooming out (Figure 7.22) will display the results as pie (i.e. total experiences per area) whereas zooming in (Figure 7.23) will display the results as separate points (i.e. individual experiences). Figure 7.23: View individual experiences In case of results display as pie, click on the pie (Figure 7.24, left) to get the name of the corresponding province and the number of projects. Click on the Click here link to display a detailed list of those projects. Refer to section 4.5 for a detailed description of the resulting list.in case of results display as individual points, drag the hand cursor on a point (Figure 7.24, left) to get the name of the corresponding experience and click on the point to display more details on this experience. Refer to section 4.5 for a detailed description of the resulting list. 160 of 416 Deltares

187 Feasibility Figure 7.24: GeoBrain Experiences window, search on Location Deltares 161 of 416

188 D-SHEET PILING, User Manual 162 of 416 Deltares

189 8 Tutorial 1: Excavation using K a, K 0 and K p This first tutorial considers a sheet pile retaining wall with a single excavation stage and no change in groundwater level, as indicated in Figure 8.1. This situation might occur, for example, when creating a new waterway. The objectives of this exercise are: To learn the steps needed to enter the project geometry and properties. To calculate and display the bending moments, shear forces and deflection of the wall, as well as stresses in the soil, using earth pressure coefficients (K a, K 0, K p ). For this tutorial the following module is needed: D-SHEET PILING Standard module (earth pressure coefficients). This tutorial is presented in the file Tutorial-1.shi. 8.1 Introduction to the case The excavation is submerged; hence no change in groundwater level is expected. The groundwater level is located 2 meters below the initial ground level. Four different soil layers are modeled; their parameters are provided in Table 8.1. In this example the sheet piling used to make the wall is an AZ 13 profile, having a bending stiffness of knm 2 /m. The top of the wall is located at ground level (GL). The toe of the wall is at GL -16 m. The surface is excavated to GL -7 m on the left hand side of the wall. GL= CLAY PEAT CLAY AZ CLAY SAND Figure 8.1: Single stage excavation (tutorial 1) Deltares 163 of 416

190 D-SHEET PILING, User Manual Table 8.1: Soil properties (tutorial 1) Clay Peat Sand Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Delta Friction angle [deg] Shell factor [-] Over-consolidation ratio (OCR) [-] Grain type Fine Fine Fine Mod. of sub. reaction: Virgin loading [kn/m 3 ] Project In the Project menu, the project model and project properties are described Model To create a new project, follow the steps described below: 1. Start D-SHEET PILING from the Windows task bar (Start/Programs/Deltares Systems/DSheetPiling). 2. If the D-SHEET PILING installation is based on floating licenses then the Module window may appear at this point. If this is the case then ensure that the modules mentioned in the introduction of each tutorial have been selected. Click OK to close the window. 3. Click File and choose New on the D-SHEET PILING menu bar to start a new project. This will result in a screen similar to Figure 8.2. Figure 8.2: Input Diagram window 4. Click Project on the menu bar and then choose Model. 5. Select Sheet piling. 164 of 416 Deltares

191 Tutorial 1: Excavation using K a, K 0 and K p 6. Select the Ka, Ko, Kp soil parameters model (Figure 8.3). Figure 8.3: Model window 7. Deselect the option Check vertical balance as a vertical balance check is not part of this exercise. 8. Deselect the option Verification (EC7/CUR) as a CUR or EuroCode design check is not part of this exercise. 9. Click OK and proceed to the definition of the sheet piling. 10. A message may appear stating that for all stages the method used is set to K a, K 0, K p. Click Yes to continue. See Project Model (section 4.1.1) for a detailed description of this window Project Properties To give the project a meaningful description, follow the steps described below: 11. On the menu bar, click Project and then choose Properties to open the Project Properties window Figure Fill in <Tutorial 1 for D-SHEET PILING > and <Excavation using Ka, Ko and Kp> for Title 1 and Title 2 respectively in the Identification tab. The settings of the other tabs of the Project Properties window are set to their default values. Figure 8.4: Project Properties window, Identification tab Deltares 165 of 416

192 D-SHEET PILING, User Manual See Project Properties window (section 4.1.3) for a detailed description of this window. 8.3 Construction This menu deals with the input of the retaining structure. In this example the sheet piling data needs to be specified. To enter the sheet piling data: 13. Click Construction on the menu bar and choose Sheet Piling or click on the Sheet piling button on the icon bar. 14. In the input window displayed (Figure 8.6), enter the top and toe level of the sheet piling. In this case, the top level (Sheet piling top level) is at 0.0 m and the bottom (Section bottom level) at -16 m. 15. The bending stiffness can be entered manually, or imported from the library that is integrated in D-SHEET PILING. To use the library, click the... button. 16. In the Sheet Piling Profiles Library window (Figure 8.5), select Arcelor profile <AZ 13> and in the Select maximum moment sub-window, select <S240> which means steel with a yield stress of 240 N/mm 2. This will give a sheet piling with a bending stiffness of knm 2 /m and a maximum allowable moment in elastic behavior of 312 knm/m. Figure 8.5: Sheet Piling Profiles Library window 17. Use the Select button to return to the Sheet Piling menu. The sheet properties of the selected sheet pile type will be displayed in the window. 166 of 416 Deltares

193 Tutorial 1: Excavation using K a, K 0 and K p Figure 8.6: Sheet Piling window 18. Click OK to close the Sheet Piling window. The next stage is to define the ground surface positions. Note: The default acting width is 1.0 m. This allows for easy interpretation of output results as the acting width is a multiplication factor for the sheet piling stiffness and all loads, supports and reaction forces except the normal forces. Normal forces are always inputted per acting width of the construction. For more information on normal forces, see section The acting width needs only be changed in the case of a combined wall consisting of sections with different acting widths. For more detail, please refer to section See section 4.2 for a detailed description of the Construction menu. 8.4 Soil In the menu item Soil the soil surfaces, properties and soil profile can be specified. Water levels, pore pressures additional to those caused by the water level, and water properties are also defined here Surfaces After defining the sheet piling, the ground surfaces must be defined. In D-SHEET PILING, this is done by first specifying different surface levels and then specifying which surface levels are active on the left and right hand side of the excavation. In this project, two horizontal surfaces need to be defined. The ground level surface (named <GL>) at 0 m, and the surface for the excavation level at -7 m. After defining these surfaces, the <GL> surface needs to be active on the right hand side and the <GL-7> excavation level on the left hand side. Define surfaces Choose Soil and then Surfaces to display an input window in which the following should be done: 19. Rename the first surface <GL>. Enter <0.00> m for the vertical Level. As the surface is horizontal, the distance parameter may be ignored. 20. Click Add to add a surface with the name <GL-7> and enter <-7.00> m for its vertical level, as indicated in Figure 8.7. Deltares 167 of 416

194 D-SHEET PILING, User Manual Figure 8.7: Surfaces window 21. Click OK. Note: D-SHEET PILING displays an overview of the surfaces defined in the lower box of the Stage Composer sub-window (if Surface left or Surface right has been selected), as indicated in Figure 8.8. See also activate surfaces in the next section. Activate surfaces Which surfaces should be applied on the left and right hand sides of the sheet piling may now be selected. This selection is made using the Stage Composer located at the left hand side of the main window for D-SHEET PILING. 22. Click Surface left and select the surface with description, <GL-7>. 23. Click Surface right and select the surface with description, <GL>. Figure 8.8: Stage Composer window Notice that on activating the surfaces, the Input Diagram changes to the actual situation. The Input Diagram now indicates the excavation level, as shown in Figure 8.9. See Surfaces (section 4.3.1) for a detailed description of the Surfaces window. 168 of 416 Deltares

195 Tutorial 1: Excavation using K a, K 0 and K p Figure 8.9: Input Diagram with excavation level applied on the left hand side Soil Materials The properties of each soil layer need to be defined before the location of the layer itself is specified. Input of the soil profile is described in the next section. For D-SHEET PILING, material properties are divided into three groups: General properties Earth pressure coefficients Modulus of subgrade reaction General properties 24. To enter the layer properties, click Soil and then choose Materials on the menu bar to display the input window shown in Figure Deltares 169 of 416

196 D-SHEET PILING, User Manual Figure 8.10: Empty Soil Materials window 25. Rename the soil layer name New Material to <Clay>. 26. Enter the required General data, for the first layer <Clay> as indicated in Figure 8.11 in accordance with Table 8.1. The Friction angle phi, the Delta friction angle (representing the friction between the soil and the sheet pile wall), the Shell factor, the Overconsolidation ratio and the Grain type are not inputted at this stage. Note: When the unsaturated unit weight of a soil layer is not relevant because it is always below the water table, any value entered in the Unsaturated total unit weight box will not be used. Figure 8.11: Soil Materials window, General sub-window Note: Input of the internal friction angle is not required when the earth pressure coefficients are entered manually. Input of cohesion is always required, see section 29.1 for more detail. 170 of 416 Deltares

197 Tutorial 1: Excavation using K a, K 0 and K p Earth pressure coefficients In D-SHEET PILING, earth pressure coefficients can be entered manually or calculated using an automatic procedure from a relation between the cohesion, the internal friction angle and the delta friction angle. Figure 8.12: Soil Materials window, Earth pressure coefficients sub-window 27. Select Müller-Breslau (straight slip surfaces) to automatically generate earth pressure coefficients according to the Müller-Breslau method.selecting either Müller-Breslau or Kötter enables input of the Friction angle phi, the Delta friction angle, the Overconsolidation ratio and the Grain type. 28. Enter <17> for Friction angle phi and <11> for Delta friction angle, as indicated in Figure Leave the Shell factor, the Overconsolidation ratio (OCR) and the Grain type to their default values. Note: The Müller-Breslau method of determining earth pressure coefficients is based upon straight slip surfaces. This method has limitations, as described in the NEN 6740, art (NEN, 2006) and CUR 166 (CUR, 2005). Generally the Müller-Breslau method is used when the soil s friction angle ϕ is equal or less than 30. The Kötter method is generally used for larger friction angles. For more information see section and section The method selected also has an impact on the way the delta friction angle is determined. Suggestions for correlations between the friction angle and the delta friction angle can be found in Table Modulus of subgrade reaction D-SHEET PILING offers two ways to input the modulus of subgrade reaction: manually or according to the Dutch design standard for sheet-pilings (CUR 166). The latter is done by selecting a predefined soil type. In this example the modulus of subgrade reaction is entered manually. 30. Click the Curve Settings button in the Soil Materials window, the window shown in Figure 8.13 appears. 31. Select Tangent (D-SHEET PILING Classic) to enter the modulus of subgrade reaction manually. 32. Make sure the check-box Use unloading/reloading curve is not marked. Marking this check-box is only necessary when using an elasto-plastic model which follows a different branch of the curve for unloading than for reloading. This example just uses a simple elastic model. Deltares 171 of 416

198 D-SHEET PILING, User Manual Figure 8.13: Curve Settings (for all Materials) window 33. Select <1> in the Number of curves for spring characteristics box. When entering the moduli of subgrade reaction manually, the user defines the number of curves for spring characteristics, which is the number of branches (with a different inclination) that will be used in the multi-linear relationship between horizontal soil stress and displacement. This number can vary from 1 to 4. In this simple example, only one branch is used. 34. Click OK to close the Curve Settings window. 35. Enter the values of the Modulus of subgrade reaction for the only branch selected (Figure 8.14). According to Table 8.1 in the case description, this value is k 1 = 2000 kn/m 3 (virgin loading) for both the top and the bottom of the layer. Figure 8.14: Soil Materials window, Modulus of subgrade reaction Tangent (D-Sheet Piling Classic) 36. Repeat this process for the two other soil materials by adding two additional materials, <Peat> and <Sand>, and entering the soil properties from Table 8.1in the same way as for the clay layer (Figure 8.15). Please note that for sake of simplicity, the properties of the second clay layer are identical to the properties of the first layer. In this case the properties only need to be entered once. Note that for friction angles larger than 30 degrees it is advised to use the Kötter method to determine the values for K a, K 0 and K p. Hence, select this method for the sand layer in this example. 172 of 416 Deltares

199 Tutorial 1: Excavation using K a, K 0 and K p Figure 8.15: Soil Materials window 37. Click OK to confirm the input data for the layer properties. See section for a detailed description of this window. The next stage is to enter the profile of layer positions Soil Profiles Once the layer properties have been entered, one or more soil profiles can be specified. To do this, the top level of each layer is input, and one of the previously defined soils is selected. It is also possible to specify an additional pore pressure distribution. In this exercise no additional pore pressures are considered. Pore pressures resulting from the groundwater level are entered as water levels, as described in the next section. Enter the soil profile by following these steps: 38. Click Soil and then choose Profiles. 39. Define the positions of each layer by specifying the layer top, as indicated in Figure Leave the additional pore pressures at their default values (0.00), as only hydrostatic pore pressures act in this example. Deltares 173 of 416

200 D-SHEET PILING, User Manual Figure 8.16: Soil Profiles window See section for a detailed description. After entering the soil profile, the Input Diagram window should appear as indicated in Figure Figure 8.17: Input Diagram window confirming the entered soil profile Note: The bottom level of the layer is not entered: D-SHEET PILING assumes the lowest layer to extend to the bottom of the sheet piling Water Levels By default D-SHEET PILING assumes the water level to be at 0.0 m. In this example the water level is located at -2.0 m on both sides of the wall (a submerged excavation). 174 of 416 Deltares

201 Tutorial 1: Excavation using K a, K 0 and K p Follow these steps to enter the groundwater level: 41. Click Soil and then choose Water Levels. 42. Click on the default name New Water level and change it to <WL=GL-2>. 43. Specify the level at <-2.00 m> and close the window by clicking on the OK button. Figure 8.18: Water Levels window See section for a detailed description of this window. After entering the water level, the Input Diagram window should appear as indicated in Figure Figure 8.19: Input Diagram confirming the entered water level Water Properties The unit weight of water can be changed in the Water Properties window. The default value is 9.81 kn/m 3. For this tutorial example the default value is used. See section for additional information. Deltares 175 of 416

202 D-SHEET PILING, User Manual 8.5 Loads and Supports In this tutorial example no loads or supports are used. Loads and supports are used in the next tutorial examples: loads in tutorial 4 (chapter 11) and supports in tutorial 3 (chapter 10). 8.6 Stages The excavation of the soil on the right hand side of the sheet pile wall is the only stage considered in this tutorial, so no further input is required. 8.7 Calculation Calculation Options 44. Click Calculation and then choose Options to open the Calculation Options window. The First stage represents initial solution option is only required when a sheet pile wall is added in a situation where the initial soil surface bears a surcharge or is not horizontal. Therefore this box need not be selected. For more details please refer to section 5.1. Figure 8.20: Calculation Options window 45. Accept the default Coarse as this model does not contain any loads or slopes close to the sheet piling (see the Note below). 46. Click OK to close this window. Note: In D-SHEET PILING the earth pressure coefficients are calculated at certain nodes along the wall. The Coarse method only calculates the values of the earth pressure coefficients at major nodes. The Fine method calculates the values at the minor nodes as well (five times more). Therefore, calculation with the Fine method takes significantly longer. It should be noted that the results may differ slightly according to the method employed. These differences occur mostly at slopes or loads close to the sheet piling. In these cases the Fine method is recommended, in other cases faster calculations can be made with the Coarse method. For more information, see section of 416 Deltares

203 Tutorial 1: Excavation using K a, K 0 and K p Start Calculation Now that all input has been entered, the calculation can be executed. 47. To start calculation, select Calculation from the menu and then choose Start or press the function key F9. Figure 8.21: Start Calculation window, Standard tab to perform a standard calculation 48. In the Standard tab displayed (Figure 8.21), click Start to calculate the results. D-SHEET PILING opens the Save As window if the project has not already been saved to disk. 49. Specify a project name, <Tutorial-1> for example (this name will be referred to in other tutorial examples). During the analysis, a Calculation Progress window appears (Figure 8.22). Figure 8.22: Calculation Progress window 50. Click Close once the analysis has been completed. The results can now be displayed using the Result menu. See section for additional information. 8.8 Results Deltares 177 of 416

204 D-SHEET PILING, User Manual Moment/Force/Displacement Charts 51. To view the resulting moments, forces and displacements in graphical form click Results and then choose Moment/Force/Displacement Charts. This will produce the following graphical output (Figure 8.23). Figure 8.23: Moment/Force/Displacement Charts window As expected, the maximum displacement is at the top of the sheet pile wall. Shear forces and moments are nil at the top and the bottom of the sheet piling as the displacement is not constrained here. The magnitude of the maximum moment in the sheet pile wall is around 160 knm, which is less than this section s maximum moment for elastic behavior, so the wall will not fail in bending. The section s maximum moment for elastic behavior for AZ 13 profile is 312 knm as shown under Mmax;el (for the yield strength) in the Sheet Piling Profiles Library window (Figure 8.5). Note: When the magnitude of the moment is more than the maximum allowable moment for elastic behavior, the moment chart is represented in red line, which is not the case for this tutorial (see Tutorial 3, section for an example). Note: The chart data can be viewed and then copied by clicking the right-hand mouse button in the Moment/Force/Displacement Charts window and select View Data. The table of data is then displayed as shown in Figure of 416 Deltares

205 Tutorial 1: Excavation using K a, K 0 and K p Figure 8.24: Chart Data window Stress Charts 52. To view the graphical results of the water pressure, resulting stress in the sheet piling and effective stress in the soil, click Results and then choose Stress State Charts. This will produce the following graphical output (Figure 8.25). Figure 8.25: Stress State Charts window The discontinuities in the effective stress distribution coincide with the junction of two layers, as the properties of each layer are different. Deltares 179 of 416

206 D-SHEET PILING, User Manual Stress Diagrams 53. To view the effective stress distribution displayed on top of an image of the construction, click Results and then choose Stress Diagrams. This will produce the following graphical output (Figure 8.26). Figure 8.26: Effective Stress Diagram window This effective stress distribution is the same as the third chart of Figure 8.25, but it is displayed on top of the Input Diagram. To view the water pressure and resulting stress click on the Mode icons to the left of the diagram. Maximum values are displayed at the bottom of the window. More results and information are available in a report. How to choose and view the content of a report is described in the next tutorial (chapter 9). 8.9 Conclusion Various input windows are used to enter the details of a project that is to be modeled and analyzed. Once these details have been input, they can be used to calculate a range of results, including bending moments, shear forces and displacement in the sheet pile wall and the effective soil stresses. One way to view these results is to display them graphically on the screen. 180 of 416 Deltares

207 9 Tutorial 2: Excavation using c, phi and delta This second tutorial example extends the first tutorial by changing one of the surfaces to be non-horizontal, as indicated in Figure 8.1. The soil profile is determined from the interpretation of an existing Cone Penetration Test (CPT)CPT. A vertical balance check is also performed as part of this exercise using the point resistance deduced from the CPT results. The objectives of this exercise are: To enter a non-horizontal surface. To determine a soil profile by importing a CPT. To learn about the differences between the K a, K 0, K p and c, phi, delta methods. To calculate earth pressure coefficients using the c, phi, delta method. To perform a vertical force balance check. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module. This tutorial is presented in the file Tutorial-2.shi and uses the CPT-GEF file Tutorial-2 CPT 01.gef. 9.1 Introduction to the case This excavation is the same as that modeled in the first tutorial, except that the shape of the ground surface on the right-hand side is no longer horizontal. This shape change has been caused by an excavation that takes place after the sheet pile wall has been installed. Moreover, the soil profile is determined by interpreting (using the Dutch Standard NEN) a cone penetration tests (CPT) already carried out at the proposed location. The CPT data (cone resistance and friction) have been saved in a GEF file (Geotechnical Exchange Format) and are presented in Figure GL= Soil profile from CPT AZ Figure 9.1: Single stage excavation with a non-horizontal surface (Tutorial 2) Deltares 181 of 416

208 D-SHEET PILING, User Manual Figure 9.2: CPT data s (Tutorial 2) 9.2 Changing the Model Soil strength is a function of various factors, including the effective stress and the stress history of the soil. It is therefore normal for the strength of a soil layer to vary with the depth in the layer. The c, phi, delta method as offered by the c, phi, delta soil model module of D-SHEET PILING is therefore preferable in general as it calculates the earth pressure coefficients over the depth of a soil layer, whereas the K a, K 0, K p method assumes the same earth pressure coefficients at all depths in a soil layer. The c, phi, delta model can be used in situations where there is an applied surcharge or the surface is not horizontal, whereas the K a, K 0, K p model is limited to horizontal surfaces and uniform loads. For more information, see section This tutorial involves a non-horizontal surface, so before the calculation can be performed the c, phi, delta model needs to be selected. 1. Open the first tutorial by clicking Open in the File menu and selecting the appropriately named tutorial, i.e. <Tutorial-1.shi>. 2. Save the project with a new name by clicking Save As in the File menu and by entering <Tutorial-2> as project name. 3. On the menu bar, click Project and then choose Properties to open the Project Properties window. 4. Fill in <Tutorial 2 for D-SHEET PILING > and <Excavation using c, phi and delta> for Title 1 and Title 2 respectively in the Identification tab. 5. Click Project on the menu bar and then choose Model. 6. Select the c, phi, delta model (Figure 9.3). 7. Mark the Check vertical balance check-box to perform this check along with the standard calculations. 8. Unmark the Verification (EC7/CUR) check-box as a design code verification is not part of this exercise. 9. Click OK to apply these changes. A window will appear asking for confirmation of this change; select Yes to continue, using the c, phi, delta model. 182 of 416 Deltares

209 Tutorial 2: Excavation using c, phi and delta Figure 9.3: Model window 9.3 Soil profile deduced from a CPT file To create the soil profile, it can either be added manually or using a CPT. In the second case, the CPT can either be imported from an existing file or from the Dutch CPT database named DINO (Data and Information of the Subsurface of The Netherlands) (DINO). In this tutorial, the soil profile is deduced by interpretation of the available CPT data Soil Profile from importation of a CPT-GEF file 10. Click Soil on the menu bar and then choose Profiles. 11. Click the Add from CPT button at the left-bottom of the Soil Profiles window. The Select CPT window opens (Figure 9.4). Figure 9.4: Select CPT window 12. Click the Import from file button. In the Open window displays, select the CPT-GEF file named <Tutorial-2 CPT 01.gef> from the Project/Tutorials directory where the program was installed (Figure 9.5). Deltares 183 of 416

210 D-SHEET PILING, User Manual Figure 9.5: Open window The CPTip window opens (Figure 9.6) where the CPT results (cone resistance, friction and friction ratio) are displayed. At the right of the window, D-SHEET PILING automatically interprets the imported CPT into a soil profile, based on the interpretation rule that is selected by the user in the Rule selection box. Figure 9.6: CPTip window 13. Select <NEN (Stress Dependent)> as CPT interpretation Rule and leave the Minimum layer thickness to its default value <0.50 m>. 14. Click OK to go back to the Soil Profiles window (Figure 9.7) which now contains a new profile named CPT 01 corresponding to the CPT. 184 of 416 Deltares

211 Tutorial 2: Excavation using c, phi and delta Figure 9.7: Soil Profiles window after importation of the CPT 01 file 15. Select the previously manually added profile named <New Profile> and click the Delete button to delete it as it is not used anymore. 16. Click OK to see the effect in the Input Diagram window. 17. Use the Zoom buttons in the Edit panel to enlarge the limits of the diagram and see the different layers of the new soil profile imported from CPT (Figure 9.8). Figure 9.8: Input Diagram window with new soil profile from CPT Deltares 185 of 416

212 D-SHEET PILING, User Manual Soil Materials When a soil profile is determined from a CPT interpretation, the soil names and properties of the created soil materials are automatically filled in the Soil Materials window using Table 1 of NEN 6740 for the general parameters and using an extrapolation of Table 3.3 of CUR 166 for the secant moduli of subgrade reaction (section 30.3). However, the Secant modulus of subgrade reaction in the Soil Materials window must be selected to use those extrapolated values. 18. Open the Soil Materials window from the Soil menu and note that below the previously inputted soil materials (Clay, Peat and Sand), 11 new soil materials have been automatically created and their general parameters filled in (Figure 9.9). Figure 9.9: Soil Materials window using the c, phi, delta model Note: When using the c, phi, delta model, the earth pressure coefficients are implicitly calculated by D-SHEET PILING using Culmann s method. Therefore the sub-window Earth pressure coefficients of the Soil Materials window disappears (compared to the previous tutorial) as can be seen in Figure 9.9. The three secant moduli of subgrade reaction are also automatically filled for those 11 materials; however the current modulus is the Tangent modulus with only one slope. Therefore, the Secant option first needs to be activated. 19. Delete the Clay, Peat and Sand materials by selecting them and clicking the Delete button, as they are not used anymore. 20. Click the Curve Settings button. 21. In the Curve Settings window, select the Secant option (Figure 4.33). 186 of 416 Deltares

213 Tutorial 2: Excavation using c, phi and delta Figure 9.10: Curve Settings window 22. Click OK to see the effect in the Soil Materials window (Figure 9.11). 23. Click OK to close the window. Figure 9.11: Soil Materials window with Secant moduli of subgrade reaction Note: The Secant definition is based on the stress-displacement diagram according to CUR 166. This diagram always uses three branches, with intersections at 50, 80 and 100% of K a K p. The slope of the different branches is defined indirectly, via the three secant moduli at the intersection points. 9.4 Non-horizontal surface Change the current input by modifying the geometry of the surface linked to the right hand side of the sheet pile wall, following these steps: 24. Choose Soil and Surfaces to display an input window in which the surface on the right hand side of the sheet pile wall can be changed. 25. Select the first surface, named <GL>. 26. Fill in the values that are listed in the table of Figure 9.12 below. Deltares 187 of 416

214 D-SHEET PILING, User Manual Figure 9.12: Surfaces window with a non-horizontal surface 27. Click OK to see the result of this change to the form of the surface named <GL> in the Input Diagram window (Figure 9.13). Figure 9.13: Input Diagram window showing a non-horizontal surface 9.5 Input for vertical balance check The vertical balance check checks that the sum of the forces acting downwards on the sheet pile wall does not exceed the resistance of the soil at the toe of the wall. For more information, see chapter 33. In order to do this various parameters need to be input: 28. Open the Sheet Piling window from the Construction menu or click on the Sheet piling button on the icon bar. 188 of 416 Deltares

215 Tutorial 2: Excavation using c, phi and delta 29. In the Vertical balance sub-window, enter the maximum point resistance, Maximum Point resistance (Pr;max;point), as <6.330 MPa>, and a Xi factor of <1.39> as prescribed in Table A.10a of NEN-EN :2006 (NEN, 2012). Additional information may be found in section Note that some other parameters have appeared in the Sheet Piling window, as indicated in Figure As the sheet pile type was selected from the library, these have been added automatically. For a user-defined sheet pile the values of these parameters would need to be input at this stage. 30. Click OK to close the window. Note: The maximum point resistance P r;max;point value used here is actually the maximum pile tip resistance as defined in the Dutch design code NEN-EN :2006 (NEN, 2012). It is derived from a combination of cone resistances. For more information see also (chapter 33). The program D-Foundations (formerly known as MFoundation) for the design of bearing piles based on CPT has been used to determine this value and leads to kpa. Figure 9.14: Sheet Piling window showing additional parameters for the vertical balance check 9.6 Calculation The forces, moments and displacements for this project will need to be recalculated as the input has been changed. 31. Select Calculation from the menu bar and then choose Start or press the function key F9. Deltares 189 of 416

216 D-SHEET PILING, User Manual Figure 9.15: Standard calculation using c, phi, delta model 32. Click Start to start the calculation. Earth pressure coefficient recalculation is left as Automatic since manual modification is only required in exceptional situations where the user wishes to specify earth pressure coefficients individually (section ). 33. The Calculation Progress window indicates that the Calculation is finished but there are errors or warnings (see summary in report) (Figure 9.16). Those warnings are detailed in the Report window, see section Figure 9.16: Calculation Progress window 34. Click Close to close the window. Note: If the c, phi, delta model is not selected then D-SHEET PILING cannot perform the calculation and an error message will be displayed. If this occurs, simply change the model in the Model window to c, phi, delta and start the calculation again. 9.7 Results 190 of 416 Deltares

217 Tutorial 2: Excavation using c, phi and delta Moment/Force/Displacement Charts 35. To view the results of this calculation click on Moment/Force/Displacement Charts in the Results menu. Figure 9.17: Moment/Force/Displacement Charts window It can be seen that part of the moment chart (red line) exceeds the maximum allowable moment (dotted green line) of 312 knm. That means the selected sheet piling section must be changed to avoid failing in bending. By selecting an AZ 19 profile, the maximum moment for elastic behavior is raised to 466 knm. 36. In the Sheet Piling window, click the... button to open the Sheet Piling Profiles Library window. 37. In the Sheet Piling Profiles Library window, select Arcelor profile <AZ 19> and in the Select maximum moment sub-window. 38. Use the Select button to return to the Sheet Piling menu. 39. Click OK to confirm. 40. Perform a new calculation and check that the magnitude of the maximum calculated moment (449.2 knm) is now less than the maximum allowable moment (Figure 9.18). Deltares 191 of 416

218 D-SHEET PILING, User Manual Figure 9.18: Moment/Force/Displacement Charts window These results can also be found in the report, so long as the appropriate content has been selected in the Report Selection window Report Selection This window allows selection of the report content for viewing, exporting and printing, by marking the check-boxes in the tree view (Figure 9.19). 41. Click Results and then Report Selection to open the Report Selection window. 42. Click on the Select All button at the bottom of the window to get a detailed report. 43. Click OK to generate a report with the selected content. Figure 9.19: Report Selection window 192 of 416 Deltares

219 Tutorial 2: Excavation using c, phi and delta Report The total report contains full details of the input, a results overview, and graphical and tabular results. 44. To view the report with the selected content, click Results on the menu bar and select Report. Results can be found by looking in this report, or they can be displayed visually, as described in section In the Summary section of the Report, the warning message given in the Calculation Progress is explained (Figure 9.20): there is a large difference between the friction angles of the different layer of the profile. Figure 9.20: Report window, Summary section 46. Click File and choose Print Preview Report to preview the report as it will be printed. In the Print Preview window, click File and choose Save As to export the report to Rich Text Format (RTF) files. Files of this type can be used for further editing with a text editor. To check if the vertical force balance criteria have been met, ensure the Vertical force balance option has been selected in the tree view of the Report Selection window, opened from the Results menu. Then display the report by clicking on Results and then Report. Results are given for unplugged and plugged cases in the latter the soil in the concave parts of the sheet piling cross-section is considered as contributing to the cross-sectional area of the base of the sheet pile. Therefore looking at the results of the unplugged case is more conservative. It can be seen (Figure 9.21) that the sum of the vertical forces (7.09 kn) is much less than the vertical force capacity of the soil at the toe of the sheet pile wall (61.94 kn unplugged and kn plugged). The report writes explicitly that the Resultant goes up which means that the vertical toe capacity is sufficient. Deltares 193 of 416

220 D-SHEET PILING, User Manual Figure 9.21: Report window showing vertical force balance check results Note: If the vertical force capacity is not sufficient then modifications to the soil friction direction can be made, as described in chapter Conclusion This tutorial shows that the c, phi, delta method is generally preferable because it includes the influence of soil weight and gives a more detailed representation of the soil strength. This tutorial has also shown how to input the necessary parameters for, and access the results of, a vertical force balance check. 194 of 416 Deltares

221 10 Tutorial 3: Staged excavation with pre-stressed anchor D-SHEET PILING is based on the engineering practice of having a phased design, using more that one stage during construction. In the first two tutorial examples, only one phase was considered for simplicity, and the user could ignore the staged approach of D-SHEET PILING. Staged calculations are necessary because the sheet piling must be stable in all phases during construction, and because the construction sequence influences the results of subsequent stages. The objectives of this exercise are: To analyze the construction of a sheet pile wall using more than one stage and to check that the sheet piling is stable in all phases of construction. To apply an anchor. To lower the water level on one side of the sheet pile wall. For this example, the following module is needed: D-SHEET PILING Standard module (earth pressure coefficients). This tutorial is presented in the file Tutorial-3.shi Introduction to the case The same layer profile, sheet piling type and layer properties as the first tutorial example chapter 8 are used. A pre-stressed anchor is added during one of the three stages of construction that are modeled. For the sake of simplicity, the earth pressure coefficients (K a, K 0, K p ) model is used GL= CLAY PEAT 2.0 CLAY AZ SAND Figure 10.1: Final situation after excavation, installation of an anchor and lowering of the water level (tutorial 3) For this example the three stages of construction are as follows: Deltares 195 of 416

222 D-SHEET PILING, User Manual Stage 1 (Initial stage), the soil surfaces on the left and the right hand sides of the sheet pile wall are at -2 m and 0 m respectively, and the water level is at -2 m. Stage 2 (Apply anchor), a row of anchors is installed with one anchor every 3 m, on the right hand side at -1.5 m. The properties of the anchors are laid out in Table 10.1, along with their conversion to values per running meter. Stage 3 (Excavate and lower water table), the soil on the left hand side is excavated to -7 m and the water level on that side is also lowered to -7 m pre-stress 80 kn/m' stage 1 stage stage 3 Figure 10.2: Excavation stages shown separately (tutorial 3) 10.2 Surfaces To model the staged excavation, one more surface level needs to be input for the left side of the sheet pile wall. 1. First, open the input file that was saved earlier under the name <Tutorial-1.shi>, and save it with the name <Tutorial-3>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 3 for D-Sheet Piling> and <Staged excavation with pre-stressed anchors> for Title 1 and Title 2 respectively in the Identification tab. 4. Open the Surfaces window from the Soil menu. 5. Click the Insert button. 6. Change the name of this new surface into <GL-2> and enter the level as -2 m. 196 of 416 Deltares

223 Tutorial 3: Staged excavation with pre-stressed anchor Figure 10.3: Surfaces window 10.3 Water Levels The two water levels that will be used in the different stages should be entered: 7. Open the Water Levels window in the Soil menu. 8. Add another water level as indicated in Figure 10.4 below. Figure 10.4: Water Levels window 10.4 Anchors The anchor that will be applied in the third stage needs to be entered. 9. Open the Anchors window from the Supports menu. 10. Specify the anchor parameters as given in the last column of Table Anchor parameters should be entered per running meter. 11. Click OK to close the window. Deltares 197 of 416

224 D-SHEET PILING, User Manual Table 10.1: Anchor properties Property Value per anchor Value per meter acting width Young s modulus kn/m kn/m 2 Cross section m m 2 /m Wall height 2.0 m 2.0 m Length 25.0 m 25.0 m Angle 0 0 Design yield force kn kn/m Figure 10.5: Anchors window 10.5 Staged Construction Although all the additional data has now been entered, it has yet to be connected to any construction stages. It is helpful to understand that D-SHEET PILING uses building blocks to compose the input of its calculations. First, all buildings blocks are defined in the input dialogs. Then they are assembled to make the construction stages Stages Manager After the new water levels, surfaces and anchors have been defined, the construction stages can be specified. 12. Click Stages on the menu bar and choose Manager. 13. In the input window displayed, rename <New Stage> as <Excavation -2m>. 14. Add two more stages by using the Add button and name them <Apply anchor> and <Excavation and lowering WL -7m>. Figure 10.6: Stages Manager window 198 of 416 Deltares

225 Tutorial 3: Staged excavation with pre-stressed anchor When adding or inserting a construction stage, a copy is made of the current stage. This implies that three equal stages are now present Stages Overview The construction stages need to be assembled from the defined building blocks. 15. Click the Overview option in the Stages menu or click on the Stage overview button on the icon bar. The window displayed enables assembly of the construction stages from the building blocks that have been defined. 16. Select the Water levels and Surfaces as shown in Figure Select the anchor in the last two stages. 18. Enter a pre-stress force of 80 kn/m after selecting the <Anchor> in the Pre-tensioning forces sub-window. Note: Anchors should normally be applied as a separate stage. When anchors are combined with other loads, such as a change in excavation level, or change in water level the stiffness is active prior to applying the loads. Note: Anchor pre-stress forces need only be entered for the first stage that they are applied. For the first stage where an anchor is added, the anchor is modeled as a force applied to the wall, with no associated stiffness. For subsequent stages D-SHEET PILING models the anchor as a spring. Note: The excavation and the lowering of the water table are implemented by changing the water level and the surface, not by changing the soil profile. Figure 10.7: Stages Overview window 10.6 Calculation and Results The input of the construction stages is now finished. The calculation can be started: 19. Click Start in the Calculation menu to open the Start Calculation window or press the function key F Click Start to perform the calculation. The message Calculation finished in the Calculation Deltares 199 of 416

226 D-SHEET PILING, User Manual Progress window indicates that the sheet piling is stable in all stages. unstable in any stage then a message would indicate so at this point. If the wall was Moment/Force/Displacement Charts 21. Inspect the moments, forces and displacements by opening the output window in the Result menu. To view a different stage either use the drop down list at the top of the window or use the Previous stage and Next stage arrows,, to move forward and backward through the stages. For example, in the second stage the applied anchor pre-stress force can be seen to be 80 kn as expected, as indicated in Figure In the final stage it can be seen that the anchor force has risen to about 147 kn, as indicated in Figure Figure 10.8: Moment/Force/Displacement Charts window for the second stage Figure 10.9: Moment/Force/Displacement Charts window for the third stage 200 of 416 Deltares

227 Tutorial 3: Staged excavation with pre-stressed anchor Moreover, in the final stage, part of the moment chart (red line) exceeds the maximum allowable moment (dotted green line) of 312 knm, as shown in Figure That means the selected sheet piling section must be changed to avoid failing in bending. By selecting an AZ 13 profile with a yield stress of 270 N/mm 2 (section S270) instead of 240 N/mm 2 (current S240 section), the maximum moment for elastic behavior is raised to 351 knm. 22. In the Sheet Piling window, click the button to open the Sheet Piling Profiles Library window. 23. In the Select maximum moment sub-window, select <S270> which means steel with a yield stress of 270 N/mm 2 This will give a maximum allowable moment in elastic behavior of 351 knm/m. 24. Perform a new calculation and check that the magnitude of the maximum moment (346.0 knm) is now less than this section s maximum moment for elastic behavior which means the wall will not fail in bending (Figure 10.10). Figure 10.10: Moment/Force/Displacement Charts window for the third stage with a new sheet piling profile Note: Changing the maximum moment section of the sheet piling has any effect on the calculated bending moments as the stiffness is unchanged. Only the maximum allowable moment (dotted green lines) will be shifted making the calculated moment acceptable. Deltares 201 of 416

228 D-SHEET PILING, User Manual Report 25. The Summary section of the Report window (Figure 10.11) shows that the anchor is elastic in both stages. Figure 10.11: Report window, Summary section 10.7 Conclusion This third tutorial example analyzes the construction of a sheet pile wall using more than one stage and checks that the wall is stable in all phases of construction. It also shows how to apply a pre-stressed anchor and lower the water level on one side of the wall. However, in the final stage, the maximum moment exceeded the maximum moment for elastic behavior. Therefore, the sheet piling section has been changed to avoid failure in bending. 202 of 416 Deltares

229 11 Tutorial 4: Applying loads The input of this example is based on the results of the tutorial example Tutorial 3: Staged excavation with pre-stressed anchor in chapter 10. A final stage is added to model the effect of a traffic load along the edge of the retaining wall, and a force from boat moorings on a windy day. These are modeled as a surcharge load and a horizontal line load respectively, as indicated in Figure The objectives of this exercise are: To learn how loads, such as surcharges and horizontal line loads, are modeled in D-SHEET PILING; To note that when a surcharge load is applied, only the c, phi, delta method can be used. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module This tutorial is presented in the file Tutorial-4.shi Introduction to the case The same layer profile, sheet piling type and layer properties as the third tutorial example are used. A fourth stage is added in which a traffic load of 20 kn/m 2 and a horizontal load of 50 kn/m representing ships mooring are applied. See also Figure 11.1 for an overview kn/m 2 50 kn/m anchor level -1.5m GL=0 CLAY PEAT CLAY AZ SAND Figure 11.1: Surcharge load and horizontal line load in the last stage (tutorial 4) 1. Open the input file <Tutorial-3.shi>, and save it with a new name: <Tutorial-4>. Deltares 203 of 416

230 D-SHEET PILING, User Manual 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 4 for D-Sheet Piling> and <Applying loads> for Title 1 and Title 2 respectively in the Identification tab Inputting Loads In stage 4, a surcharge load will be applied, together with a horizontal line load applied to the top the sheet pile wall and directed to the left Surcharge Loads Surcharge loads can only be analyzed if the c, phi, delta model is used. 4. In the Project menu select Model and select c, phi, delta soil parameters. To input the surcharge, modeling the traffic load: 5. Click Loads in the menu bar and then choose Surcharge Loads. 6. In the input window displayed, define a load with the name <Traffic load>, working from a distance <0 m> to a distance <2 m> from the sheet pile wall, with a magnitude of <20 kn/m 2 >. 7. Click OK to confirm the input. Figure 11.2: Surcharge Loads window Note: Surcharge loads which have the same value throughout and continue to a very long distance from the wall can be modeled using the Uniform Loads option. See section for more information Horizontal Line Loads To input the horizontal line load, modeling the moorings: 8. Click Loads in the menu bar and then choose Horizontal Line Loads. 9. In the input window displayed, define a load with the name <Mooring force>, acting at a level of 0 m and with a magnitude of -50 kn/m. 204 of 416 Deltares

231 Tutorial 4: Applying loads 10. Click OK to confirm the input. Figure 11.3: Horizontal Line Loads window 11.3 Using Surcharge Loads Now that the loads have been defined, they can be introduced in a new stage. 11. Open the Stages Manager and select the last stage. 12. Click the Add button to add a stage, that is copied from the selected stage and change the name to <Loads applied>. 13. Open the Stages Overview window and select <Traffic load> acting on the right hand side and <Mooring force> in the last stage. Apply all other levels, supports and so on as in the fourth stage. Figure 11.4: Stages Overview window showing input for the fourth stage 14. Click OK to see the representation of the traffic load and the mooring force in the fourth stage of the Input Diagram window (Figure 11.5). Deltares 205 of 416

232 D-SHEET PILING, User Manual Figure 11.5: Input Diagram window for the fourth stage A new calculation can now be made. 15. Select Calculation from the menu and then choose Start or press the function key F In the Start Calculation window, click Start to perform the calculation. 17. Close the Calculation Progress window when finished. Note: If the c, phi, delta model is not selected then D-SHEET PILING cannot perform the calculation and an error message will be displayed. If this occurs, simply change the model in the Model window to c, phi, delta and start the calculation again Results 18. Open the Moment/Force/Displacement Charts window from the Results menu for a graphical overview of the effect of applying the loads in the final stage. It can be seen that the displacement at the top is around zero, while the maximum displacements are around 100 mm, the magnitude of the bending moments is slightly reduced, the shear force has increased and the anchor force is now around 190 kn/m. 206 of 416 Deltares

233 Tutorial 4: Applying loads Figure 11.6: Moment/Force/Displacement Charts window showing the effect the applied loads 11.5 Conclusion This tutorial shows how to input a surcharge load and a horizontal line load. When a surcharge load is applied, only the c, phi, delta - model (Culmann) can be used. Deltares 207 of 416

234 D-SHEET PILING, User Manual 208 of 416 Deltares

235 12 Tutorial 5: Design of required sheet piling length In the previous tutorial examples, the sheet piling length was assumed to be 16 m, and the calculations showed that the sheet piling was stable. The design met the basic requirements.in practice, the engineer is not only interested in stability and other technical requirements such as allowable forces, moments and displacements, but also in the cost of the design. A shorter length sheet piling will cost less, therefore the engineer may wish to know the shortest length of the sheet piling for which the design is still stable. The objective of this exercise is: To use D-SHEET PILING to find the shortest sheet piling length for which the design is still stable. For this example, the following module is needed: D-SHEET PILING Standard module (earth pressure coefficients) This tutorial is presented in the file Tutorial-5.shi Introduction to the case The input file of Tutorial 1 is used to design the sheet piling length. GL= CLAY PEAT CLAY AZ CLAY SAND Figure 12.1: Single stage excavation as in tutorial 1 (tutorial 5) 1. Open <Tutorial-1.shi> and save it under the name <Tutorial-5>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 5 for D-SHEET PILING > and <Design of required sheet piling length> for Title 1 and Title 2 respectively in the Identification tab Design Sheet Piling Length To determine the shortest length for the sheet piling: 4. Click Start in the Calculation menu or press the function key F9 to open the Start Calculation window. Deltares 209 of 416

236 D-SHEET PILING, User Manual 5. Select the Design Sheet Piling Length tab. 6. In the window displayed, specify a step-by-step reduction from 18 m to 8 m, using a decrement of 1 m, as indicated in Figure This will cause the sheet pile wall to be successively analyzed for sheet piling lengths between these values, reducing by the decrement each time. Figure 12.2: Start Calculation window, Design Sheet Pile Length tab 7. Click Start to start the calculation. The following results will be displayed: Figure 12.3: Start Calculation window, Design Sheet Piling Length tab, design calculation results Instability occurs at a length of 11 m. As decrements of 1.0 m were used, it can be concluded that the sheet piling needs to be at least 12 m long. The calculation can be repeated for shorter decrements, over a smaller range, for further optimization. Once the length is optimized a calculation needs to be performed using the optimized length. This will provide the additional output information. 210 of 416 Deltares

237 Tutorial 5: Design of required sheet piling length To change the sheet piling length to this more economical value of 12 m: 8. Open the Sheet Piling window from the Construction menu. 9. Change the Section bottom level to <-12> m. Figure 12.4: Sheet Piling window 10. Click OK to confirm. 11. Select Start under the Calculation menu or press the function key F In the Start Calculation window displayed select the Standard tab to perform a standard calculation. 13. Click Start to start the calculation. 14. Once the calculation is complete click Close. 15. Open the Report window from the Results menu to view the results as shown in Figure It can be seen that the maximum mobilized resistance (section 5.2.2) is around 63% and therefore the design is indeed stable. Moreover, the maximum moment (158.7 kn) is less that the maximum allowable moment for elastic behavior (312 knm for the actual wall section). Figure 12.5: Output report showing the mobilized resistance Note: D-SHEET PILING defines instability as occurring when either 100% of the resistance has been mobilized or when the maximum displacement exceeds 25% of the sheet piling length. For more information, see section Conclusion D-SHEET PILING can be used to analyze a range of sheet piling lengths to determine the shortest length for which the wall will still be stable. This length can then be input by the user if desired. Deltares 211 of 416

238 D-SHEET PILING, User Manual 212 of 416 Deltares

239 13 Tutorial 6: Submerged construction of concrete floor This tutorial example shows how to use D-SHEET PILING to model a piled concrete floor which is constructed underwater, with the excavation subsequently being dried above the level of the floor. The presence of an impermeable layer of concrete on one side of the wall, at a level lower than the natural water table, requires some careful modeling in order to represent the situation correctly. The objective of this exercise is: To model the effect of a concrete floor positioned below the natural water level. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module. This tutorial is presented in the file Tutorial-6.shi Introduction to the case This tutorial example involves a pit excavation with an anchored sheet pile wall and an underwater concrete floor. The floor is supported by tension piles to prevent uplift after the pit is pumped dry for use as an underground car park TOP SAND CONCRETE PU CLAY SAND Figure 13.1: Final situation after construction (tutorial 6) Construction is to be carried out in 4 stages: Stage 1: Excavation of the left hand surface from -4 m to -6 m. Stage 2: Installation of an anchor on the right hand side at -5.5 m, with a pre-stress force of 200 kn/m. Stage 3: Excavation on the left hand side to -11 m. Deltares 213 of 416

240 D-SHEET PILING, User Manual Stage 4: De-watering of the pit by reducing the water level to -11 m and construction of 1 m of concrete on the bottom Initial stage (not modeled) Stage 1 pre-stress 200 kn/m' Stage 2 Stage Stage 4 Figure 13.2: Overview of the construction stages (tutorial 6) 214 of 416 Deltares

241 Tutorial 6: Submerged construction of concrete floor 13.2 Modeling an underwater concrete floor The first point of attention is the water pressures acting on the bottom of the concrete floor in the final stage. As the sand layer beneath the concrete floor is permeable, pore pressures left and right need to be equal, once the pit is pumped dry. D-SHEET PILING allows for the input of a water level left and right of the retaining structure. As the excavation is made dry in the final stage, a water level equal to the bottom of the concrete floor is entered (see A in Figure 13.3). Using the option to enter an additional pore pressure profile, the total water pressures left and right are made equal (see B, Figure 13.5). The magnitude of the additional pore pressure that needs to be applied is (11-4.5) 10 = 65 kn/m 2. Forces from tension piles B A Water pressure Figure 13.3: Modeling concrete below the natural water level Secondly, the effect of the tension piles underneath the floor, preventing the floor from uplift in the final stage needs modeling. The difference in water level heights on each side of the wall results in an up thrust acting on the base of the concrete floor. This up thrust is countered by the pull of the floor s tension piles. Note that the weight of the concrete is not taken into account as it is assumed to be born by the piles and therefore will not act on the soil layers directly below the concrete. In this example, the water level is at -4.5 m on the right hand side, and at -11 m on the left hand side, i.e. touching the bottom of the impermeable concrete floor. Therefore the magnitude of this load that needs to be applied is (11-4.5) 10 = 65 kn/m 2. For background information on this topic, see section General input The following steps permit the definition of the model, the sheet piling, the soil surfaces and the water levels for this tutorial: 1. Create a new project by clicking New Project in the File menu. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 6 for D-SHEET PILING > and <Submerged construction of concrete floor> for Title 1 and Title 2 respectively in the Identification tab. 4. Open the Model window from the Project menu. 5. Select Sheet piling as the Model and select Mixed since the c, phi, delta method allows greater precision for the soil layer stiffness modeling, but the concrete is simplest to model Deltares 215 of 416

242 D-SHEET PILING, User Manual using K a, K 0, K p and therefore different methods will be applied to different materials. 6. Deselect the Check vertical balance and the Verification (EC7/CUR) options as they are not used in this example. 7. Open the Sheet Piling window from the Construction menu or click on the Sheet piling button on the icon bar. 8. Select an Arcelor PU 8R sheet piling (click on the... button and select the <PU 8R> profile from the <Arcelor> library with a <S240> section). 9. Enter a top level of -4 m and a bottom level of -16 m, i.e. a length of 12 m. 10. Open the Surfaces window from the Soil menu and define surfaces named <-4>, <-6>, <-10> and <-11> with levels <-4 m>, <-6 m>, <-10 m> and <-11 m> respectively. Figure 13.4: Soil Surfaces window Soil Materials The concrete is modeled as an extra soil layer. The Young s modulus of the concrete is E = 20 GPa and the width of the (symmetrical) pit excavation is b = 40 m. The modulus of subgrade reaction of the concrete layer can be calculated from this data in the following way: K = E b/ = 40/2 = kn/m 3 (13.1) The unit weight of the concrete is not zero, but it is modeled here as almost zero because it is assumed that the floor s weight is transmitted to the support piles and therefore does not act on the soil directly below the floor. Phi and delta are modeled as zero to better represent the homogeneous, as opposed to granular, nature of concrete when compared to soil. The value for the cohesion is taken as half the compressive strength of the concrete, so that with K p = 1 the passive stress is equal to the concrete s compressive stress see Equation Open the Layers window from the Soil menu, and select Tangent modulus of subgrade reaction, with 1 curve for spring characteristics in the window opened by clicking on the Curve Settings button. 12. For concrete select Manual to input the Earth pressure coefficients. The behavior of concrete is well modeled using, use K a = K 0 = 0 and K p = 1, provided the cohesion has been defined as described above. 13. For the other soil materials select Kötter (curved slip surfaces) for automatic calculation of the earth pressure coefficients using Kötter s method (the Müller-Breslau method should not be used because the sands have high friction angles; for the clay either method could 216 of 416 Deltares

243 Tutorial 6: Submerged construction of concrete floor Table 13.1: Soil properties (tutorial 6) Top Sand Clay Sand Concrete Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Delta friction angle [deg] Shell factor [-] Overconsolidation ratio (OCR) [-] Grain type Fine Fine Fine Fine Mod. sub. reaction at top [kn/m 3 ] Mod. sub. reaction at bottom [kn/m 3 ] Earth pressure coefficients [-] Kötter Kötter Kötter Manual be used, using Kötter for all layers has been chosen for consistency). When using the Culmann method, the input of the earth pressure coefficients will be ignored, but these coefficients are needed for when the K a, K 0, K p method is selected, as will be the case for the left hand side once the concrete is in place. Then define the sands, clay and concrete as described in Table Soil Profiles In this exercise two soil profiles need to be specified. One profile that represents the situation up to the point where the concrete floor in constructed. The second profile is used on the left hand side, including the concrete floor and the water pressure acting on the concrete floor, using additional pore pressures. The second profile needs to be active when the floor is being constructed and the pit is pumped dry. 14. Open the Soil Profiles window from the Soils menu and define two soil profiles. Input the soil profiles left and right as indicated in Figure 13.5 and Figure Figure 13.5: Soil Profiles window, Soil profile before construction Deltares 217 of 416

244 D-SHEET PILING, User Manual Figure 13.6: Soil Profiles window, Soil profile with concrete on the left side and additional pore pressures Water Levels 15. Open the Water Levels window from the Soil menu 16. Define two water levels with names <WL-4.5> and <WL-11> at levels <-4.5> m and <-11> m respectively. The level <WL-11> is the water level for the left hand side once the excavation has been dewatered. 17. Click OK Water Properties 18. Open the Water Properties window from the Soil menu. 19. Enter a unit weight of <10 kn/m 3 > to be in accordance with the previously calculated additional pore pressures. Figure 13.7: Water Properties window 20. Click OK. 218 of 416 Deltares

245 Tutorial 6: Submerged construction of concrete floor Uniform Loads 21. In the Uniform Loads window of the Loads menu, add a load with the name <Forces from piles> and with a magnitude of <65 kn/m 2 > on the left hand side. The right hand side should remain at <0 kn/m 2 >. 22. Click OK to close the window. Figure 13.8: Uniform Loads window Note: The sum of the weight of the concrete floor and the forces of the piles connected to the floor equals the excess pore water pressure: there must be equilibrium at the base of the floor Anchors The anchor that will be applied in the third stage needs to be entered. 23. Open the Anchors window from the Supports menu. 24. Input a <15.0 m> long anchor on the <Right> side named <Anchor>, at level <- 5.5 m>, with a Young s modulus of < kn/m 2 >, a cross-section of < m 2 /m >, <0 m> wall height and <0> inclination angle, and a design yield force of <600 kn/m >. Figure 13.9: Anchors window 25. Click OK to confirm Stages implementation The construction stages now have to be assembled from the defined building blocks. Deltares 219 of 416

246 D-SHEET PILING, User Manual 26. Open the Stages Manager window from the Stages menu. 27. Define four stages with the names <Excavation to -6m>, <Anchor on right side>, <Excavate to -11> and <Dewatering left side>. 28. Click the Overview option in the Stages menu or click on the Stage overview button on the icon bar. 29. For all stages the c, ϕ, δ method is selected except for stage 4, where the K a, K 0, K p method is used on the side of the concrete i.e. on the left side. 30. Select the Water levels, Surfaces and Soil profiles as shown in Figure Select the anchor from stages 2. For stage 2, enter a pre-stress force of <200 kn/m 2 > after selecting pre-stressed anchor check-box in the Pre-tensioning forces sub-window. 32. Select the Uniform load <Forces from piles> for the final stage. Figure 13.10: Stages Overview window 33. Click OK to see the effect in the last stage of the Input Diagram window (Figure 13.11). Figure 13.11: Input Diagram window for the last stage 13.5 Calculation and results 34. Start the Calculation saving the file under the name <Tutorial-6>. 220 of 416 Deltares

247 Tutorial 6: Submerged construction of concrete floor 35. After calculation is complete, open the Stress State Charts window from the Results menu. The Resulting Stress chart for stage 4 (Figure 13.12) shows that the concrete layer exercises a compressive shear force on the sheet piling in this stage. 36. In addition, by clicking the right-hand mouse button, the View Data window shows that the pore water pressure below the level of the floor is the same on both sides of the sheet pile wall, as expected (i.e. 65 kn/m 2 ). Figure 13.12: Stress State Charts window showing compression caused by the concrete floor The Resulting Stress graph has two lines: the black line represents the resulting total stress acting on the sheet pile wall (i.e. the difference between the horizontal total stress at the active and passive sides). The total stress is the sum of the effective stress and the water pressure. the red line represents the resulting effective stress acting on the sheet pile wall (i.e. the difference between the horizontal effective stress at the active and passive sides). 37. Open the Moment/Force/Displacement Charts window from the Results menu. The Bending Moment chart for stage 4 (Figure 13.13) shows that the maximum allowable moment is not reached which means no failure by bending. Deltares 221 of 416

248 D-SHEET PILING, User Manual Figure 13.13: Moment/Force/Displacement Charts window for the last stage 13.6 Conclusion Concrete floors that are below the natural water table can be modeled as a soil layer with relevant properties. The effects caused by the absence of water above the impermeable floor are modeled by a uniform load acting on the floor, and a water table with additional pore pressures below the floor. It should be noted that in this tutorial the anchor is applied under water, which is not very realistic. It would me more appropriate to first lower the water table to a level that allows for construction of the anchor. In that case, modeling the water pressures in the sand and clay layers would need extra attention. As the short term behavior of the clay layer can be assumed impermeable this needs similar attention as for the modeling of the concrete floor. 222 of 416 Deltares

249 14 Tutorial 7: Design code checking acc. CUR 166 In this tutorial, the application of the CUR 166 design procedure (CUR, 2005) is followed, using slightly modified input values compared to Tutorial 3: Staged excavation with pre-stressed anchor that was presented in the preceding sections (chapter 10). A design of the sheet pile length is performed according to the CUR 166 design procedure by prescribing partial factors on soil properties and also variations of the soil and water levels. See chapter 34 (CUR 166 step-by-step design procedure) for background information. The objectives of this exercise are: To select the modulus of subgrade reaction from Table 3.3 of the CUR 166 design code. To design the sheet piling length according to the CUR 166 design code by performing a standard verification of the sheet piling stability for different lengths, using partial factors and level variations for all stages. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module. This tutorial is presented in the files Tutorial-7a.shi and Tutorial-7b.shi Introduction to the case The geometry is the same as for Tutorial 3 (Figure 14.1) but the soil properties are slightly modified, as shown in Table Also the method for determining the earth pressure coefficients is to be changed to the Culmann method (c, phi, delta model) as the CUR 166 design procedure is available only with this model. A fourth stage is added during which a temporary surcharge of 40 kn/m 2 is applied on the right side (see Figure 14.1). Deltares 223 of 416

250 D-SHEET PILING, User Manual Table 14.1: Soil properties (tutorial 7) Clay Peat Sand Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Delta Friction angle [deg] Shell factor [-] Over-consolidation ratio (OCR) [-] Grain type Fine Fine Fine Secant moduli of subgrade reaction (from CUR 166 Table 3.3): k 1 [kn/m 3 ] k 2 [kn/m 3 ] k 3 [kn/m 3 ] Figure 14.1: Construction stages (tutorial 7) The CUR 166 design procedure distinguishes three safety classes, corresponding to three different reliability indices β. In this tutorial, the selected safety class is class II, which corresponds to considerable damage in the case of overall failure and minor personal safety risks, and has a reliability index β = 3.4. The design of the sheet pile wall with a single anchor is performed by determining the minimum length of the sheet piling using a stability analysis. For different lengths, D-SHEET PILING checks that the mobilized resistance does not reach 100% and that the maximum displacement does not exceed 25% of the sheet pile length. During each analysis with a given sheet 224 of 416 Deltares

251 Tutorial 7: Design code checking acc. CUR 166 pile length, five combinations (referred as steps 6.1, 6.2, 6.3, 6.4 and 6.5) of modified soil properties, surface levels and water levels are checked. See section 34.2 for a description of those five combinations and the design values used, as well as the other steps supported by D-SHEET PILING. The CUR 166 procedure allows application of partial factors and level variations: during all stages (i.e. Method A), as performed by Tutorial-7a; or during just the most unfavorable stage (i.e. Method B), as performed by Tutorial-7b. Method A is more conservative (section ). User-defined partial factors and level changes can also be applied, once they have been defined in the User Defined Partial Factors window (section 4.1.2). Note: When performing a CUR verification for Safety Class III a partial factor of 1.25 also needs to be applied to unfavorable uniform loads (see section 34.2). For all other cases the partial factor is As D-SHEET PILING cannot tell which loads are favorable and which are unfavorable, the user themselves needs to specify the partial factor to be applied to each uniform load in the Uniform Loads window (section 4.4.1) Model First modify the method for the determination of the earth pressure coefficients. 1. Open the input file <Tutorial-3.shi>, and save it with name <Tutorial-7a>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 7 for D-SHEET PILING > and <Design code checking acc. CUR 166> for Title 1 and Title 2 respectively in the Identification tab. 4. Open the Model window from the Project menu, and select the C, phi, delta soil parameters model and the Verification (EC7/CUR) option. 5. Click OK to confirm this choice Soil Materials Next, modify the general properties and the modulus of subgrade reaction of the three soil materials by direct selection from CUR 166 table Select the Materials option from the Soil menu. 7. Open the Curve Settings window by clicking the Curve Settings button. 8. Select the Secant option and click OK to confirm. 9. Click the Select From CUR 166 (Table 3.3) button to display the CUR 166 (Table 3.3) window (Figure 14.2). 10. Select the values of successively Clay moderate, Peat moderate and Sand moderate for the soil types <Clay>, <Peat> and <Sand>. Deltares 225 of 416

252 D-SHEET PILING, User Manual Figure 14.2: CUR 166 (Table 3.3) window Figure 14.3: Soil Materials window 14.4 Temporary surcharge To input the temporary surcharge in stage 4: 11. Click Loads in the menu and choose Surcharge Loads. 12. Define a load with the name <Temporary load>, working from a distance <2 m> to a distance <5 m> from the sheet pile wall, with a magnitude of <40 kn/m 3 >. 13. In the Verification sub-window at the top right, define the load as <Variable> (which means temporary) and <Unfavourable> as it is on the active side. 14. Click OK to confirm. 226 of 416 Deltares

253 Tutorial 7: Design code checking acc. CUR 166 Figure 14.4: Surcharge Loads window Note: The Verification sub-window in the Surcharge Loads window is only available if the Verification (EC7/CUR) option in the Model window was marked. A last stage where the surcharge applies should now be created: 15. In the Stages Manager window add a new stage named <Apply load>. 16. Click OK. 17. Open the Stages Overview window and select <Temporary load> acting on the right side for stage 4. Apply in stage 4 the same levels, supports and so on as in stage 3 as shown in Figure Click OK. Deltares 227 of 416

254 D-SHEET PILING, User Manual Figure 14.5: Stages Overview window 14.5 Sheet Piling The sheet piling needs to be changed as the surcharge load previously defined will increase the calculated moment along the sheet piling. 19. Open the Sheet Piling window from the Construction menu. 20. Select an Arcelor <AZ 17> profile from the library, with a <S430> section Partial factors and level variations acc. to CUR Open the User Defined Partial Factors window from the Project menu, and select the CUR tab. 22. Click on the Reset button to reset all values to the default values prescribed by the CUR 166 (Figure 14.7). 228 of 416 Deltares

255 Tutorial 7: Design code checking acc. CUR 166 Figure 14.6: User Defined Partial Factors window, CUR tab The default values prescribed by CUR 166 (CUR, 2005) are written at the left of each input area of the User Defined Partial Factors window. If modified, the value appears in red color Determine the minimum length (Steps 5 and 6 of the CUR 166 design procedure) The following steps determine the minimum sheet pile length according to the CUR 166 design procedure. All stages are checked implicitly for method A, with level variations and partial factors applied for all stages. Deltares 229 of 416

256 D-SHEET PILING, User Manual Figure 14.7: Start Calculation window, Design Sheet Piling Length tab 23. Select Start from the Calculation menu or press the function key F In the Start Calculation window, select the Design Sheet Piling Length tab. 25. Select the CUR design code. 26. Select the last Construction stage <4: Apply load>, to check all stages up to and including the final stage. 27. Select the Partial factor set (safety class) <Class II>. 28. Select Partial factors (design values) in all stages (method A). 29. Specify checks for the Pile Length ranging From <20 m> Down to <12 m> with a Decrement of <1 m>. 30. Click the Start button. The results (Figure 14.8) show that for a length of 13 m the sheet piling becomes unstable as the mobilized resistance reaches 100%. Therefore, the minimum length is 14 m. Figure 14.8: Start Calculation window, Design Sheet Piling Length tab: Results from 20 m down to 12 m 230 of 416 Deltares

257 Tutorial 7: Design code checking acc. CUR 166 Note: D-SHEET PILING assumes input of low representative values for soil strength and stiffness when applying partial factors section Check that the last stage is indeed the most critical by repeating the above steps, selecting each of the other stages. Note that the sheet piling does indeed become unstable in the final stage earlier than in the others. To get a more accurate result of when the piling becomes unstable or when the anchor yields, the Pile length inputs at the top of the window must be adapted. 32. Select the final stage as this is the most critical, enter a pile length From <14 m> Down to <13 m> with a Decrement of <0.25 m> and click Start again. Figure 14.9: Start Calculation window, Design Sheet Piling Length tab: Results from 14 m down to 13 m The results (Figure 14.9) show that the minimum stable length is m. It seems acceptable to reduce the sheet piling length from 16 m to 14 m, whilst still leaving a good safety margin. See section for more details on designing sheet piling lengths Verify the modified sheet piling length according to CUR 166 design procedure, method A The sheet piling design calculation just performed (section 14.7) does not provide a lot of results about the moments, shear forces and displacements of the wall, or about which combination between steps 6.1 to 6.5 gives the most unfavorable results. It does not check all combinations required according to CUR 166. To get all of this information, a Verify Sheet Piling calculation must be performed for the modified length of 14 m. 33. Open the Sheet Piling window from the Construction menu. 34. Change the Section bottom level from <-16 m> to <-14 m>. 35. Click OK to confirm Verification Calculation (Method A) 36. Select Start from the Calculation menu or press the function key F Select the Verify Sheet Piling tab in the Start Calculation window displayed. 38. Select the CUR design code. 39. Select Partial Factors (design values) in all stages (method A) as partial factors are applied to all construction stages for a Method A check. 40. Select the Partial factor set (safety class) <Class II> and leave the Anchor stiffness mul- Deltares 231 of 416

258 D-SHEET PILING, User Manual tiplication factor as its default value of <1>. 41. Mark the Check stability for all stages check-box to check the overall stability of this project according to step 11.3 of the CUR 166 design procedure. 42. Then click the Start button. Figure 14.10: Start Calculation window, Verify Sheet Piling tab See section for more details on verifying sheet piling Verification Report 43. To view the results of the verification, choose Report in the Results menu. Figure 14.11: Report window, Summary section In the Summary section at the beginning of the Report, it can be seen that the results for step 6.3 are the same as those of Figure 14.9 for a sheet pile length of 14 m. (The Design Sheet 232 of 416 Deltares

259 Tutorial 7: Design code checking acc. CUR 166 Piling Length option only checks for step 6.3 as it is intended as a rough guide rather than a full verification.) In other words, the maximum moment is knm and the maximum mobilized resistance is 87.5%. As the maximum displacement is given only for step 6.5 in the Summary section, no direct comparison is possible with the value of mm found from Figure The displacements diagram must be used Verification Charts 44. Open the Verification Moment/Force/Displacement Charts window from the Results menu. In the window displayed (Figure 14.12), note that the maximum displacement occurs when selecting the last construction stage and <Step 6.3> at the top of the window. The maximum displacement is equal to mm, the value obtained from the Design Sheet Piling Length in Figure 14.9 for a sheet pile length of 14 m.also note that the moment doesn t exceed the maximum allowable moment (dotted green line) of 716 knm. Figure 14.12: Moment/Force/Displacement Charts window for the last stage 45. Click the View Verification Step icon at the top of the window to open a diagram of the changes made for the verification step 6.3 (Figure 14.13). Deltares 233 of 416

260 D-SHEET PILING, User Manual Figure 14.13: CUR Step 6.3 window According to the default level variations for class II given in Figure 14.6, step 6.3 includes the following geometry changes: the water level is lowered by 0.2 m on the passive side the surface level is lowered by 0.3 m on the passive side the water level is highered by 0.05 m on the active side. For background information on the CUR 166 verification steps, see section Stability Verification 46. In the Report window, use the Move to next page and Move to previous page buttons, to see the Overall Stability results for stage 4 (Figure 14.14). The overall stability for the verified stage is estimated using the Bishop method with circular slip planes. See chapter 32 for background information. As the stability factor is more than 1 for all stages, the wall will be stable according to the Bishop method. 234 of 416 Deltares

261 Tutorial 7: Design code checking acc. CUR 166 Figure 14.14: Report window, Overall Stability for the final stage Note: The Overall Stability can also be determined using the Overall Stability tab of the Start Calculation window by selecting the appropriate safety class and stage. The verification report also contains the modified values of the soil parameters and levels. See section and section for more details on the verification report and charts Verify the modified sheet piling length according to CUR 166 design procedure, method B In the previous paragraph, a Method A design according to the CUR 166 procedure was performed, which means that partial factors and level variations were applied to all stages. To perform a Method B design, these partial factors need to be applied only to the most unfavorable stage Verification Calculation (Method B) 47. Save the current file as <Tutorial-7b>. 48. Open the Start Calculation window from the Calculation menu or press the function key F In the Verify Sheet Piling tab, select the CUR design code. 50. Select Partial Factors (design values) in verified stage only in the CUR method subwindow as design values according to the CUR 166 procedure are applied to only one stage for a Method B check. 51. Mark the fourth check-box to select stage 4 as a Stage for which verification is to be performed. Then select the Partial factor set <II> for this stage and leave the Anchor stiffness multiplication factor as its default value of <1>. 52. Mark the Check stability for all verified stages check-box to check the overall stability of this stage of the project according to step 11.3 of the CUR 166 design procedure. 53. Then click the Start button. Deltares 235 of 416

262 D-SHEET PILING, User Manual Figure 14.15: Start Calculation window, Verify Sheet Piling tab (Tutorial-7b) See section for more details on verify sheet piling calculations. Note: Method B applies partial factors and level changes only to the final stage. Therefore, theoretically, every stage must be verified as the final stage, using the appropriate safety class. The stages to be verified as a final stage are selected in the Verify Sheet Piling tab of the Start Calculation window. To perform a complete method B verification for a construction with n stages involves n! calculations. For this tutorial it has been decided to only check the final stage. Anything can t be concluded about the performance of the previous construction stages. Refer to section for more information about the differences between method A and method B Verification Report 54. To view the results, select Report in the Results menu. 236 of 416 Deltares

263 Tutorial 7: Design code checking acc. CUR 166 Table 14.2: Comparison of methods A and B for the maximum values in stage 4 Displac. Moment Shear force Mob. perc. Mob. perc. moment resis. [mm] [knm] [kn] [%] [%] Method A (Tutorial-7a) Method B (Tutorial-7b) Figure 14.16: Report window, Summary section (Tutorial-7b) Comparison between Methods A and B After comparison with the results of the previous calculation where the partial factors were applied to all stages (Figure 14.10), some differences appear on the calculated values of stage 4 as shown in Table However, as those differences are quite small, it can be deduced that the influence of the differences in the three first stages on the last stage is minimal in this tutorial case. Applying partial factors on the representative input values in all stages will give different results to when applying them only in one of the stages. The CUR 166 design procedure allows both methods. Applying partial factors to the final stage only (method B) can result in a more economical design, but requires verification of each stage as the final stage. Deltares 237 of 416

264 D-SHEET PILING, User Manual Conclusion The Design Sheet Piling Length option allows the minimum stable length for the sheet piling to be found, using a global check according to CUR 166. After inputting this new length, a complete verification can be performed with the Verify Sheet Piling option giving more final results. CUR Method A (Tutorial-7a) applies the same partial factor set to all construction stages whereas CUR Method B (Tutorial-7b). In this tutorial, the maximum allowable moment for elastic behavior is reached; the sheet piling profile should therefore be changed to avoid failure in bending. 238 of 416 Deltares

265 15 Tutorial 8: Verify anchor stability (Kranz method) This example illustrates how to check the stability of an anchor wall. For background information, see "Allowable Anchor Force" chapter 31. The objectives of this exercise are: To check the stability of an anchor applied to a sheet pile wall. To learn how to increase the allowable force for an anchor. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module This tutorial is presented in the file Tutorial-8.shi Introduction to the case The same input file as Tutorial 3 is used. The anchor plate/wall stability is only checked for the last stage as it is the most unfavorable stage for which the anchor is present. The geometry of this situation is shown in below GL= CLAY PEAT CLAY AZ SAND Figure 15.1: Excavation showing anchor to be checked (tutorial 8) 1. Open the input file <Tutorial-3.shi>, and save it with a new name: <Tutorial-8>. Deltares 239 of 416

266 D-SHEET PILING, User Manual 15.2 Allowable anchor force The verification of the anchor stability is performed using the Allowable Anchor Force tab in the Start Calculation window. However, this option is available only if the Verification (EC7/CUR) option in the Model window is selected. 2. Open the Model window from the Project menu. 3. On the menu bar, click Project and then choose Properties to open the Project Properties window. 4. Fill in <Tutorial 8 for D-SHEET PILING > and <Verify anchor stability (Kranz method)> for Title 1 and Title 2 respectively in the Identification tab. 5. In the window displayed, select the c, phi, delta model and the Verification (EC7/CUR) option. 6. Click OK to close the window. A Confirm window appears. Click OK to confirm this choice. 7. In the Calculation menu, select Start to open the Start Calculation window or press the function key F9. 8. Select the Allowable Anchor Force tab to check if the stability of the anchor is reached. 9. Select the last stage in the Construction stage sub-window and click the Start button. Figure 15.2: Start Calculation window, Allowable Anchor Force tab 240 of 416 Deltares

267 Tutorial 8: Verify anchor stability (Kranz method) According to the results (Figure 15.2), the actual representative anchor force is 135 kn whereas the allowable anchor force is 196 kn. Therefore, the anchor wall is stable. Note: The Actual anchor force CUR is not available because no verification calculation according to CUR was previously performed. There are different ways to increase the allowable anchor force in case of unstable anchors: inclining the anchor downwards, increasing the sheet piling length, increasing the anchor length, or lowering the application point of the anchor. To decrease the actual anchor force, the anchor properties must be modified, or the spacing between anchors can be reduced this will correspond to an increase in the cross sectional area per running meter (/m ). 10. Click the Draw Results button. The window displayed (Figure 15.3) shows the active and passive slip surfaces on the anchor wall. For more details on the passive and active anchor wall pressures calculation, see chapter 31. Figure 15.3: Allowable Anchor Force Results Diagram window 15.3 Conclusion D-SHEET PILING can calculate the allowable force in an anchor making it possible for the user to compare this value to the actual force in the anchor. To increase the allowable anchor force the sheet piling length can be increased, the anchor can be inclined, it can be made longer or it can be applied lower down the wall. Deltares 241 of 416

268 D-SHEET PILING, User Manual 242 of 416 Deltares

269 16 Tutorial 9: Modeling of combi-walls This example illustrates the analysis of a combined wall with a variable flexural stiffness. For background information, see section The objectives of this exercise are: To enter a combined pile and sheet piling wall using D-SHEET PILING s combined wall wizard. To make the necessary correction to the modulus of subgrade reaction to compensate for arching of the piles below the depth of the sheet piling. For this example, the following module is needed: D-SHEET PILING Standard module (earth pressure coefficients) This tutorial is presented in the file Tutorial-9.shi Introduction to the case This example models a single stage excavation with a combined wall consisting of King piles connected along the upper part by sheet piling, as show in Figure It follows that the flexural stiffness of the upper and lower parts is different. The soil profile consists of two clay layers of thickness 5 m and 1 m respectively, with a sand layer below. The layer properties are provided in Table GL=0-1.0 CLAY HZ775C-12+PU12 DEEP CLAY DEEP CLAY SAND HZ775C-12 SAND Figure 16.1: One stage excavation with a combined wall The center-to-center distance between the piles is 2.33 m. The King pile is an H-profile, by Arbed, type HZ775C-12, has a diameter of 0.53 m, a wall thickness of 10 mm and a flexural stiffness of knm 2. The sheet piling between each pair of piles consist of three sheet piling sections, type PU 12, each part having a width a 0.6 m and a flexural stiffness of knm 2 /m. The length of the piles is 10 m and the length of the sheet piling is 5 m. Deltares 243 of 416

270 D-SHEET PILING, User Manual Table 16.1: Soil properties (tutorial 9) Clay Deep Clay Sand Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Delta friction angle [deg] Shell factor [-] Over-consolidation ratio (OCR) [-] Grain type Fine Fine Fine Mod. of sub. reaction: Virgin loading [kn/m 3 ] Plan view 2,33m sheet piling (EI=45360 knm 2 /m) RL 0m clay 0,6m 5m RL -5m clay/2 RL -6m sand RL -10m 0,53m Pile (EI= knm 2 ) Figure 16.2: Combined wall example: dimensions and soil profile One section of the combined wall, consisting of one pile and three sheet-piling parts, will be considered for calculation purposes. Output of discrete moments and forces is required for this section. The calculation of the action width and the flexural stiffness per running meter can be performed conveniently, by using the combined wall wizard (section 4.2.2). The amount of soil that will react if pile displacement occurs is usually larger than the pile width as a result of arching. Therefore the soil properties along the lower part of the combined wall must be modified, using a shell factor s of 2 for clay and 2.5 for sand. These values are obtained from tests or calculations. For more information, see section A shell factor of 1 is applied for soils in contact with the sheet piling as the sheet piling prevents arching from taking place. 244 of 416 Deltares

271 Tutorial 9: Modeling of combi-walls 16.2 General input 1. Create a new project by clicking New Project in the File menu, and save it with the name <Tutorial-9>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 9 for D-SHEET PILING > and <Modeling of combi-walls> for Title 1 and Title 2 respectively in the Identification tab. 4. Open the Model window from the Project menu and select Ka, Ko, Kp soil parameters, deselect the Check vertical balance and the Verification (EC7/CUR) options as they are not used in this example Combined Wall Now the combined wall shown in Figure 16.2 can be modeled. 5. Open the Sheet Piling window from the Construction menu or click on the Sheet piling button on the icon bar. 6. Click on the Combined Wall... button. 7. In the window displayed, select the appropriate pile and sheet pile types that will be used in the wall by clicking the button: for the Piles, select the <HZ775C-12> type with section S240 and for the Sheet pile select the <PU 12> type. The Name and the Stiffness EI are automatically filled in. Enter the Number of sheet piles between each pair of piles as 3. For the other values, see Figure 16.3 below or refer to Figure Figure 16.3: Design Combined Wall window 8. Click OK to confirm the input. As a result, the acting width, flexural stiffness and bottom levels of the combined wall are automatically calculated by D-SHEET PILING in the Sheet Piling window, as shown in Figure 16.4 Deltares 245 of 416

272 D-SHEET PILING, User Manual below. Figure 16.4: Sheet Piling window The combination wall calculation process is also explained in section Soil The following steps permit the definition of the soil materials, surfaces, profiles and water levels for this tutorial: 9. Open the Surfaces window from the Soil menu and define two surfaces with names <Left> and <Right> with levels 0 m and -5 m respectively. 10. Open the Soil Materials window from the Soil menu, and define the soils using the parameters given in Table 16.1, using the Müller-Breslau (straight slip surfaces) method for an automatic calculation of the Earth pressure coefficients by D-SHEET PILING. Select Tangent with <1> as the Number of curves for spring characteristics in the Curve Settings window to allow input of the modulus of subgrade reaction as given in Table Figure 16.5: Soil Materials window for Sand 11. Open the Profiles window from the Soil menu and define the soil profile shown in Figure 16.1, with the top levels of <Clay>, <Deep Clay> and <Sand> at 0 m, -5 m and 246 of 416 Deltares

273 Tutorial 9: Modeling of combi-walls -6 m respectively. 12. Open the Water Levels window of the Soil menu, and define a water level named <WL> at -1 m. 13. Open the Stages Overview window of the Stages menu to define the left and right surfaces. 14. In the Start Calculation window, click OK to calculate the results Results The calculation results can be found in the report. 15. Start the calculation by selecting Start in the Calculation menu and clicking OK. When the calculation is complete close the Calculation Progress window. 16. In the Results menu, click Report. Figure 16.6: Report window, Sheet Piling Properties section In the Input Data section of the report, the input data can be found. The stiffness EI of the upper and lower sections is given in knm 2 in the column Corrected stiffness EI. This value corresponds to the stiffness per running meter calculated in section 16.3, multiplied by the acting width: Upper section: EI = = knm 2 Lower section: EI = = knm 2 In the Modulus of Subgrade Reaction paragraph of the report (Figure 16.7), note that the values of the moduli of subgrade reaction correspond to the user-defined values (Figure 16.5) multiplied by the shell factor: Deltares 247 of 416

274 D-SHEET PILING, User Manual For Clay: k = = 800 kn/m 3 For Deep Clay: k = = 3200 kn/m 3 For Sand: k = = kn/m 3 Figure 16.7: Report window, Modulus of Subgrade Reaction paragraph The resulting moments and forces apply to one full section of the wall, consisting of one pile and three sheet-piling parts. The maximum moment acting on the upper 5 m can be seen by opening the Moment/Force/Displacement Charts from the Results menu and right clicking over the moment graph to select the Chart Data. Scrolling down to a Depth of 5 m shows that the maximum moment in this part is around 120 knm at the level of -5 m. The maximum moment acting on the lower 5 m is around 216 knm. The pile therefore has to be able to resist 216 knm. If the maximum is reached in the upper part, it is common practice to assume that this maximum moment acts on the pile only. The dimensioning of the sheet piling is usually based on the transmission of moments in the horizontal direction, and is therefore outside the scope of this example. In this tutorial, the maximum allowable moment for the pile only is 2184 knm (according to Figure 16.3). Therefore, this maximum is not reached. Figure 16.8: Moment/Force/Displacement Chart window 16.6 Conclusion The combined wall wizard is a useful tool for inputting a combined wall: it converts the constituent parts into the correct D-SHEET PILING model. Moduli of subgrade reaction need to be modified for the soil materials where only the piles are present, to compensate for arching. 248 of 416 Deltares

275 17 Tutorial 10: Non-hydrostatic pore pressure distribution In this example, the sheet pile wall has a water-retaining function in addition to the standard soil-retaining function. The difference in water pressures on either side of the wall gives rise to water seepage under the toe of the wall. This effect is taken into account in D-SHEET PILING by inputting appropriate additional pore pressures. For background information, see section The objectives of this exercise are: To calculate and input the additional pore pressure distribution in order to model the total pore pressures caused by the water flow under the toe of the sheet piling. To analyze the effect of these pressures on the sheet pile wall. For this example, the following module is needed: D-SHEET PILING Standard module (earth pressure coefficients) This tutorial is presented in the file Tutorial-10.shi Introduction to the case This example involves a pit excavation in stratified soil. On the right hand side, the surface level is 0 m. The water table is at -1 m. The pit is excavated on the left hand side to - 9 m. The pit excavation is kept dry by means of a dewatering systems. The water table in the pit excavation is at -10 m. This means that there is a difference in water pressure of 9 10 = 90 kpa. Two struts at -2 m and -7 m support the sheet piling. 5.0m -2.0 Strut GL=0-7.0 Strut 2 CLAY CLAY PEAT AZ PEAT SAND Figure 17.1: Pit excavation with water flow under the sheet pile wall (tutorial 10) Deltares 249 of 416

276 D-SHEET PILING, User Manual Table 17.1: Soil properties (tutorial 10) Clay Peat Sand Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle phi [deg] Delta friction angle [deg] Shell factor [-] Over-consolidation ratio (OCR) [-] Grain type Fine Fine Fine Earth pressure coefficients Müller Müller Kötter Mod. of sub. reaction (top side) [kn/m 3 ] Mod. of sub. reaction (bottom side) [kn/m 3 ] Permeability [m/s] Additional pore pressure The sand is relatively permeable. The pressure head differences occur, therefore, over the clay layer and the peat layer. To determine the effect of the water flow, the additional pore water pressures are calculated on both sides of the sheet piling using Equation 38.8 in section 38.4: W i = h γ w d i k i 1 di k i (17.1) On the low side this leads to: W clay = ( W peat = ( ) = 5.45 kn/m 2 (17.2) 10 8 ) = kn/m 2 (17.3) On the high side this leads to: W clay = ( W peat = ( ) = 30 kn/m 2 (17.4) 10 8 ) = kn/m 2 (17.5) Note that the sum of the magnitudes of these additional pore pressures is 90 kn/m 2 (ignoring rounding errors) which is the same as the pressure difference between the levels of the two phreatic surfaces. It can also be seen that the water pressure on both sides of the toe of the sheet pile is the same: ( ) = ( ) = of 416 Deltares

277 Tutorial 10: Non-hydrostatic pore pressure distribution clay Wpeat W clay W peat peat W clay sand total pressure hydrostatic pressure total pressure Figure 17.2: Water pressures distribution on both sides of sheet piling hydrostatic pressure Note: In general, this approximation method is sufficient. For cases with a major difference in water pressure, or for very critical cases, a flow calculation should be performed using a specialized program, such as Deltares Systems MSeep General input The geometry of Figure 17.1 is inputted in D-SHEET PILING. 1. Create a new file with the name <Tutorial-10>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 10 for D-SHEET PILING > and <Non-hydrostatic pore pressure distribution> for Title 1 and Title 2 respectively in the Identification tab Model 4. In the Model window, select the Ka, Ko, Kp soil parameters model. 5. Deselect the Check vertical balance and the Verification (EC7/CUR) options as they are not used in this tutorial Sheet Piling 6. In the Sheet Piling window, define a sheet pile with a stiffness of knm 2 /m by choosing an <AZ 14> profile from <Arcelor> with a <S320> section in the Sheet Piling Profiles Library window. 7. Enter its top and bottom positions according to Figure Soil Surfaces 8. In the Surfaces window, define two surfaces with names <Left> and <Right> respectively at level <-9 m> and <0 m>. Deltares 251 of 416

278 D-SHEET PILING, User Manual Soil Materials 9. In the Soil Materials window, define the three materials as shown in Table Soil Profiles 10. In the Soil Profiles window, enter the additional pore water pressures distribution as shown in Figure 17.2 and calculated in section The <Clay> layer is separated at the water table level into two layers (as shown in Figure 17.3 for the left side and Figure 17.4 for the soil profile on the right side). D-SHEET PILING will assume a linear distribution between these values. Figure 17.3: Soil Profiles window with additional pore pressures on left side Figure 17.4: Soil Profiles window with additional pore pressures on right side Water Levels 11. In the Water Levels window, define two water levels with names <WL-1> and <WL-10> respectively at levels <-1 m> and <-10 m>. 252 of 416 Deltares

279 Tutorial 10: Non-hydrostatic pore pressure distribution Water Properties 12. In the Water Properties window, enter a unit weight of <10 kn/m 3 > to be in accordance with the previously calculated additional pore pressures Struts 13. In the Struts window from the Supports menu, define two struts at levels -2 m and -7 m with properties as indicated in Figure As only half of the problem is considered due to symmetry, the length of the strut needs to be entered as 5.0 m. In this example buckling is not taken into account, therefore a large value for the buckling force is entered. Figure 17.5: Struts window Stages Overview 14. In the Stages Overview window, activate these different inputs as indicated in Figure 17.1 by selecting them in the appropriate sub-window Water pressure results The water pressure distribution calculated by D-SHEET PILING can be checked. 15. In the Start Calculation window click Start. 16. In the Stress State Charts window of the Results menu (Figure 17.6), click the right mouse button and select View Data. Deltares 253 of 416

280 D-SHEET PILING, User Manual Figure 17.6: Stress State Charts window 17. In the window displayed (Figure 17.7), read the water pressures values at different depths at the left side in the Water Pressure Left tab. They are the sum of the excess pore pressure and the hydrostatic water pressure (γ w depth). Figure 17.7: Chart Data window, Water Pressure Left tab 18. Open the Moment/Force/Displacements window to view the effect of this seepage on the construction. 254 of 416 Deltares

281 Tutorial 10: Non-hydrostatic pore pressure distribution Figure 17.8: Moment/Force/Displacement Charts window including the effects of the additional pore pressures 17.5 Conclusion Water flow under the toe of a sheet pile wall causes a pore pressure distribution in the surrounding soil that is not proportional to the depth below the water table. The correct total pressure distribution can be modeled by calculating and inputting additional pore pressures for each soil layer. Deltares 255 of 416

282 D-SHEET PILING, User Manual 256 of 416 Deltares

283 18 Tutorial 11: Modeling of loads with limited dimensions This example illustrates the method used to calculate the effect on a sheet pile wall of a surcharge load with limited dimensions in two directions. This could be, for instance, the load from a crane near a harbor wall. For background information, see section The objective of this exercise is: To model a load with limited size in the directions parallel and perpendicular to the sheet pile wall. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module This tutorial is presented in the file Tutorial-11.shi Introduction to the case This tutorial example models a harbor wall construction, similar to the construction in Tutorial 3. The sheet pile wall is designed to resist a platform load (extending infinitely) of 20 kn/m 2 In addition, there is a crane load of a total of F = 600 kn, acting over a surface area of b = 1.5 m L = 1.5 m. The front of the crane is located at d = 1.5 m behind the wall, as indicated in Figure The lower part of Figure 18.1 also indicates how this load is to be modeled. Deltares 257 of 416

284 D-SHEET PILING, User Manual Top view Platform load = 20 kn/m 2 Crane load F = 600 kn d1=1.5m 1,5m 45 o d2=2.25m q1 q2 Platform load = 20 kn/m 2 GL=0-1.5 CLAY PEAT CLAY AZ 13 CLAY SAND Figure 18.1: Modeling a load with limited size parallel to the sheet piling (tutorial 11) 18.2 General input 1. Open <Tutorial-3.shi> by clicking Open in the File menu, and save it with the name <Tutorial-11>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 11 for D-SHEET PILING > and <Modeling of loads with limited dimensions> for Title 1 and Title 2 respectively in the Identification tab. 4. Open the Model window from the Project menu and select the C, phi, delta soil parameters model since surcharge loads are used in this example. 5. Deselect the Check vertical balance and the Verification (EC7/CUR) options as they are not used in this example. 258 of 416 Deltares

285 Tutorial 11: Modeling of loads with limited dimensions 18.3 Modeling of load with limited size parallel to the sheet piling The crane load has a limited size parallel to the sheet piling. In order to model it in D-SHEET PILING, this load is considered in two parts in order to roughly model the changing width of the load spread as a function of its distance from the sheet pile wall. Each part is modeled as being distributed over an assumed load spread angle of 45 (see Figure 18.1). This produces the following distribution formula: q i = Therefore: q 1 = F L b L (18.1) L + 2d i F b (L + 2d 1 ) = ( ) = kn/m2 (18.2) (from 1.5 m to 2.25 m behind the wall) q 2 = F b (L + 2d 2 ) = ( ) = kn/m2 (18.3) (from 2.25 m to 3 m behind the wall). Note: This crane load could be treated as just one part, since it has a rectangular shape. It has been considered in two parts for better accuracy. For more information on modeling loads with limited dimensions see section The platform and crane loads can now be inputted: 6. Select Uniform Loads in the Loads menu, and enter a load of 20 kn/m 2 on the right side. Use the name <Platform load> for easy reference in the Stages Overview. 7. Select Surcharge Loads in the Loads menu to enter the crane load. 8. In the window displayed, add a surcharge with the name <Crane load> as shown in Figure The <Crane load> has the distribution given in Figure 18.2 below. Figure 18.2: Surcharge Loads window 9. In the Stages Manager window, add a fourth stage, named <Platform load and crane load>. Deltares 259 of 416

286 D-SHEET PILING, User Manual 10. In the Stages Overview window, activate the uniform load and the surcharge by selecting them in the Surcharges right sub-window, as indicated in Figure Figure 18.3: Stages Overview window 11. Start the calculation by selecting Start from the Calculation menu Results As a result of the platform load and the crane load the bending moments have increased, as indicated in Figure Open the Moment/Force/Displacement Charts window to see the effect of the increased loading. The maximum bending moment has increased to 514 knm and exceeds now the maximum allowable moment (dotted green line) of 351 knm, as shown in Figure That means the selected sheet piling section must be changed to avoid failing in bending. By selecting an AZ 13 profile with a yield stress of 430 N/mm 2 (section S430), the maximum moment for elastic behavior is raised to 559 knm. 260 of 416 Deltares

287 Tutorial 11: Modeling of loads with limited dimensions Figure 18.4: Moment/Force/Displacement Charts window, Results for the final stage 13. In the Sheet Piling window, click the... button to open the Sheet Piling Profiles Library window and select <S430>. 14. Perform a new calculation and check that the magnitude of the maximum moment is now less than this section s maximum moment for elastic behavior which means the wall will not fail in bending (Figure 18.5). Figure 18.5: Moment/Force/Displacement Charts window, Results for the final stage with a new sheet piling profile Deltares 261 of 416

288 D-SHEET PILING, User Manual 18.5 Conclusion Loads with a limited size parallel to the sheet pile wall need to be adjusted so their effect can be correctly calculated. This modification is performed by assuming the load acts over the wall within the limits of lines extending at 45 from the front of where the load is applied. 262 of 416 Deltares

289 19 Tutorial 12: Prediction of feasibility using experience data This tutorial example looks at the risk of pile driving failure that may occur in practice. The risk of pile driving failure largely depends on the sheet pile length, resisting moment, soil conditions and of course the pile driving equipment. In general a sheet pile wall design is checked according to design standards. Using the Feasibility module it is possible to check the feasibility of the design as well. The objectives of this exercise are: To check the sheet pile installation feasibility using the Dutch NVAF-experience lines and the experiences from the GeoBrain experiences database (GeoBrain). To predict the feasibility using forecasting models in GeoBrain. To compare the current design with experiences in the GeoBrain experience database. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Feasibility module This tutorial is presented in the file Tutorial-12.shi and uses the CPT-GEF file Tutorial-12 CPT 02.gef Introduction to the case This tutorial involves the three stages excavation as used in Tutorial 7 (chapter 14). The groundwater level is located 2 meters below the initial ground level. The sheet piling is an Arcelor AZ 19 profile, section S430. The top of the wall is located at ground level (GL) and the toe of the wall is at GL -16 m. In Tutorial 7a, the design was checked for stability according to the CUR 166 design procedure. In this tutorial, the added value of the D-SHEET PILING Feasibility module is used to provide pile driving experience data to aid the user in feasibility decisions. Different checks are performed: (section ) Results of the D-SHEET PILING design are compared to (NVAF) charts for different kind of piling driving vibrators and different soil conditions; (section ) Results of the D-SHEET PILING design are displayed on graphs for comparison with the GeoBrain experiences; (section 19.4) A prediction of the feasibility of the design is performed, using additional data as a CPT in GEF format and some additional information concerning the equipment, the foundation and the condition of the sheet piles; (section 19.5) A prediction of the feasibility of the design is performed, by simply searching experiences in the GeoBrain database similar to the D-SHEET PILING project. Search can be based either on sheet pile (section ), on CPT (section ) or on location (section ). For more information on the Feasibility module, see chapter 7. The soil profile is deduced from the results of the provided CPT-GEF file using the interpretation rule prescribed by CUR. Deltares 263 of 416

290 D-SHEET PILING, User Manual Figure 19.1: CPT data s (Tutorial 12) 19.2 Changing input Sheet Piling Prediction of feasibility is based, among other things, on the resisting moment W of the sheet piling. If Tutorial 7 was created without the Feasibility module, it is possible that the resisting moment is not yet inputted. First check this in the Sheet Piling window: 1. Open <Tutorial-7a.shi> and save it with the name <Tutorial-12>. 2. In the Identification tab of the Project Properties window, change Title 1 and Title 2 to respectively <Tutorial 12 for D-SHEET PILING > and <Prediction of feasibility using experience data>. 3. In the Model window, deselect the option Verification (EC7/CUR) as it is not used. 4. Open the Sheet Piling window from the Construction menu. 5. If the last column Resisting Moment W (Feasibility) is not filled (i.e. 0), click the Browse button in the Import profile from library column to open the Sheet Piling Profiles Library window. If the resisting moment is already filled (i.e cm 3 /m ), directly go to step Select Arcelor profile <AZ 19> with a steel quality <S430>. 7. Click the Select button to return to the Sheet Piling window (Figure 19.2). The resisting moment should now be equal to 1940 cm 3 /m. 8. Enter a Section bottom level of <-16 m>. 9. Click OK to close the window. 264 of 416 Deltares

291 Tutorial 12: Prediction of feasibility using experience data Figure 19.2: Sheet Piling window Surcharge load 10. In the Surcharge Loads window, change the magnitude of the load called Temporary load to <10 kn/m 2 >. 11. Click OK to confirm Soil profile deduced from a CPT file In this tutorial, the soil profile is deduced from the interpretation of the available CPT-GEF file. 12. Click Soil on the menu bar and then choose Profiles. 13. Click the Add from CPT button at the left-bottom of the Soil Profiles window. The Select CPT window opens. 14. Click the Import from file button. In the Open window displays, select the CPT-GEF file named <Tutorial-12 CPT 02.gef> from the Project/Tutorials directory where the program was installed. The CPTip window opens (Figure 19.3) where the CPT results (cone resistance, local friction and friction ratio) are displayed. At the right of the window, D-SHEET PILING automatically interprets the imported CPT into a soil profile, based on the interpretation rule that is selected by the user in the Rule selection box. Deltares 265 of 416

292 D-SHEET PILING, User Manual Figure 19.3: CPTip window 15. Leave the CPT interpretation Rule and the Minimum layer thickness to their defaults and click OK to go back to the Soil Profiles window (Figure 19.4) which now contains a new profile named CPT 02 corresponding to the CPT. Figure 19.4: Soil Profiles window after importation of the CPT 02 file 16. Select the previously manually added profile named <New Profile> and click the Delete button to delete it as it is not used anymore. 17. Click OK to see the effect in the Input Diagram window. 18. Use the Zoom buttons in the Edit panel to enlarge the limits of the diagram and see the different layers of the new soil profile imported from CPT (Figure 19.5). 266 of 416 Deltares

293 Tutorial 12: Prediction of feasibility using experience data Figure 19.5: Input Diagram window with new soil profile from CPT Note that the top layer of the new soil profile is now situated below the ground surface. 19. In the Soil Profiles window, increase the Top level of the top layer to <0 m> New calculation 20. In the Calculation menu, select Start to open the Start Calculation window or press the function key F Click Start to start the calculation. 22. In the Moment/Force/Displacement Charts window, check that the maximum moment of 834 knm is not reached for all stages Sheet Pile Installation To check the sheet pile installation feasibility, the corresponding window must first be displayed: 23. From the Feasibility menu, select the Sheet Pile Installation option. D-SHEET PILING will now contact, on-line, with the GeoBrain experience database (GeoBrain) Sheet Pile Installation based on GeoBrain Experiences A comparison with the experiences from the GeoBrain database is of interest: 24. In the Feasibility Sheet Pile Installation window, the option Show Experiences is by default selected. A screen similar to Figure 19.6 will appear. The number of experiences can be different Deltares 267 of 416

294 D-SHEET PILING, User Manual from Figure 19.6 as the GeoBrain database continuously grows. Users without a license for the Feasibility module will only see a limited number of experiences. Once again, the D-SHEET PILING design will appear as a blue dot. Figure 19.6: E-consult Sheet Pile Installation window showing GeoBrain Experiences For this tutorial example, the D-SHEET PILING design is within range of experiences and seems to be surrounded by different experiences labeled as Good project result (green crosses). The user should check if these experiences are indeed comparable to the D-SHEET PILING design. 25. Select one of the nearby Good experiences, using the mouse. On the right hand side, additional information, including a soil profile is shown. Please refer to Sheet Pile Installation based on GeoBrain Experiences (section 7.2.2) for a translation of the Dutch headings and a detailed description of this window Sheet Pile Installation based on NVAF Lines A theoretical comparison with the Dutch NVAF lines can also be of interest: 26. In the Feasibility Sheet Pile Installation window, select the Show NVAF lines in the upper left hand corner of the window. In the window displayed (Figure 19.7), the LF 5 chart is selected by default for low frequency driving in a soil with an average cone resistance of 5 MPa along the pile. 268 of 416 Deltares

295 Tutorial 12: Prediction of feasibility using experience data Figure 19.7: E-consult Sheet Pile Installation window showing NVAF lines The current sheet piling input is indicated by a blue mark. As this mark lies below the NVAFlines, successful pile driving should be guaranteed for this type of sheet piling with a length of 16 m and a resisting moment of 1940 cm 3 /m. By selecting different graphs from the Experience lines NVAF list it can be seen that the design considered does not meet the feasibility criteria for all combinations of cone resistances and frequencies. Hence some care should be taken. From the graphs one can also get an idea of the capacity needed for successful pile driving. In this case (LF 5) a minimum capacity of 800 kn seems necessary. Note: By selecting a different sheet pile profile (i.e. different resisting moment W ) and/or by entering a different sheet pile length in the Sheet Piling window, the user must close and re-open to the Feasibility Sheet Pile Installation window to see the influence on the feasibility. See section for a detailed description of this window GeoBrain Drivability Prediction To predict the feasibility of the design, a CPT in GEF format needs to be imported and some additional information concerning the equipment, the foundation and the condition of the sheet-piles need to be known. All information is summarized in Table Table 19.1: Information for feasibility prediction (Tutorial 12) Parameter 1 st prediction 2 nd prediction CPT Tutorial-13 CPT 02.gef Location Zuid-Holland Type of stiff clay layers boulder clay Thickness of the stiff clay layers 3 m Obstacles 0 Condition of subsurface Good Deltares 269 of 416

296 D-SHEET PILING, User Manual Condition sheet piles Used-moderate New Sheet piles installed in... Double Single Installation Method Vibrating Equipment known Yes Type PVE 2323 VM PVE 110M GeoBrain Drivability Prediction First prediction Now a GEF-CPT file has been imported, the first prediction using GeoBrain can start: 27. In the Feasibility menu, choose GeoBrain Drivability Prediction. D-SHEET PILING will now contact, on-line, to the GeoBrain experience database. Figure 19.8: GeoBrain Prediction window, First page At the top of the GeoBrain Prediction window displayed (Figure 19.8), available data are indicated: the name of the CPT previously imported (section ), the Sheet piling length and Resisting moment of this tutorial previously inputted in the Sheet Piling window (section ) and the Water level to surface of this tutorial previously inputted in the Water Levels window. It is possible to make a rough prediction with only this information by clicking Predict. To get a better prediction follow the steps from step 29 below. 28. In the GeoBrain Prediction window displayed (Figure 19.8), click Refine to add the information given in Table of 416 Deltares

297 Tutorial 12: Prediction of feasibility using experience data Figure 19.9: GeoBrain Prediction window, Introduction 29. In the window displayed (Figure 19.9), click Continue. A main screen appears, showing the imported CPT amongst other information. Both questions 1 and 4 have been filled automatically, but questions 2, 3, 5 and 6 need to be filled using the information of Table 19.1: 30. Select <boulder clay> as type of present stiff clay from the drop down for Question 2 and enter a thickness of <3 m> for Question Enter <0> obstacle for Question 5 and select <good> as condition of the subsurface on site from the drop down menu for Question 6 as shown in Figure Deltares 271 of 416

298 D-SHEET PILING, User Manual Figure 19.10: GeoBrain Prediction window, Geotechnics menu Note: The soil profile determined in Figure uses the 3-types with gravel from NEN rule (section ) as CPT interpretation rule and a minimum layer thickness of 0.2 m whereas the soil profile determined in the Soil Profiles window (Figure 19.4) uses the CUR rule (section ) as CPT interpretation rule and a minimum layer thickness of 0.5 m. Those explain the differences between both profiles. 32. To enter the Sheet pile information, click Next. Question 7 has already been entered, but Questions 8, 13 and 14 need to be filled using the 272 of 416 Deltares

299 Tutorial 12: Prediction of feasibility using experience data information of Table Select <ArcelorMittal> as producer and <Z-profiel AZ19> as type of sheet pile for Question 8. Questions 9 to 12 are automatically filled in. 34. Select <used sheet piles, moderately repair> for Question 13 and select <Double> for Question 14 from the drop down menus as shown in Figure Figure 19.11: GeoBrain Prediction window, Sheet pile menu 35. To enter the Installation information, click Next. Questions 15 to 18 need to be filled using the information of Table Select <Vibrate> from the drop down menu for Question 15, select yes for Question 16 and select <PVE 2323VM> for Question 17 as shown in Figure Deltares 273 of 416

300 D-SHEET PILING, User Manual Figure 19.12: GeoBrain Prediction window, Installation menu 37. To access to the prediction results click Next. 38. The result is showed in a color bar (Figure 19.13), indicating no risk (green) to unacceptable risk (red). Figure 19.13: GeoBrain Prediction window, Result menu (first prediction) In this case the risk is Large to Not feasible. At the bottom of the window (Figure 19.13), five 274 of 416 Deltares

301 Tutorial 12: Prediction of feasibility using experience data measures are indicated which might reduce the risk. For example, using a different vibratory hammer with a centrifugal force exceeding 2000 kn and installing single new sheet pile instead might reduce the risk GeoBrain Drivability Prediction Second prediction To reduce the risk, a second prediction is performed using both measures indicated above. To enter these changes follow the steps below: 39. Click on the Sheet pile menu. 40. Change Question 14 in option <Single>. 41. Change Question 13 in option <new sheet piles>. 42. Click on the Installation menu. 43. Change Question 17 in <PVE 110M> and note the force changes from 1350 kn into 2250 kn, which exceeds 2000 kn as recommended in Figure To perform a second prediction with those new measures, click on the Result menu. Note that the risk decreased as it is now Small to Reasonably large. Fewer measures (two instead of five) are indicated at the bottom, below the bars (Figure 19.14). They both concern the choice of the sheet pile profile. Figure 19.14: GeoBrain Prediction window, Result menu (second prediction) It is possible to get a complete report in PDF format containing the input and results. 45. Click on the link Go to Report to download the input and results as a pdf-file at the bottom of the Result menu of the GeoBrain Prediction window. 46. Click again on the link View the report here as a pdf-file. The Prediction Report window opens (Figure 19.15) with the default Internet Explorer program. Using the appropriate icon on the menu bar, this prediction report can either be printed Deltares 275 of 416

302 D-SHEET PILING, User Manual and/or saved as a PDF document. Figure 19.15: Prediction Report window See section 7.3 for a detailed description of this window GeoBrain Drivability Experiences To predict the feasibility of the design, the GeoBrain experience database can also be used. 47. In the Feasibility menu, choose GeoBrain Drivability Experiences. 276 of 416 Deltares

303 Tutorial 12: Prediction of feasibility using experience data Figure 19.16: GeoBrain Experiences window, First page Note: At the top of the GeoBrain Experiences window displayed (Figure 19.16), available data are indicated: the name of the CPT previously imported (section ) and the Sheet piling length and Resisting moment of this tutorial, as previously inputted in the Sheet Piling window (section ). To consult the GeoBrain database, three different searches can be performed: (section ) Search experiences based on similar sheet piling length and resisting moment of the project; (section ) Search experiences based on a similar soil profile deduced from the imported CPT; (section ) Search experiences close to the location of the current project, by using a map. Deltares 277 of 416

304 D-SHEET PILING, User Manual GeoBrain Experiences Search on Sheet Piling To search in the experience database of GeoBrain projects with similar sheet piling length and resisting moment: 48. Click on the Sheet piling button. The GeoBrain Experiences window displays a list of 35 projects arranged alphabetically (Figure 19.17). The number of experiences can be different from Figure as the GeoBrain database continuously grows. Figure 19.17: GeoBrain Experiences window, Search on Sheet piling Using the Refine query table at the right side of the window (Figure 19.17), it is possible to refine the search by selecting the appropriate requirement using the information given in Table 19.1for the second prediction: 49. Select <Good> as quality of the Result. 50. Select <vibrate> as Drive method. 51. Select <very heavy, 2000 kn or more> as Vibratory hammer centrifugal force. 52. Select <Only sheet piles> as Sheet pile combination. Those choices will result in decreasing the number of similar projects from 35 to 2, as shown in Figure of 416 Deltares

305 Tutorial 12: Prediction of feasibility using experience data Figure 19.18: GeoBrain Experiences window, Search on Sheet piling after refinement Using the Refine Query table, it is also possible to change requirements by clicking the arrow behind the requirement. Detailed information on each project can also be displayed: 53. Click on the name of the first project. Figure 19.19: GeoBrain Experiences window, Detailed information on a project In the window displayed (Figure 19.19), all sort information on Situation, Geotechnics, Sheet piling, Installation, Surroundings and Experiences are available by clicking the corresponding name. 54. Click on Back to return to the projects list of Figure and inspect other projects if wanted. See section 4.5 for a detailed description of this window. Deltares 279 of 416

306 D-SHEET PILING, User Manual GeoBrain Experiences Search on CPT To search in the GeoBrain database projects with similar soil profile: 55. Click on the Back button to return to the first search page. 56. Select <Moderate similarity> from the drop-down menu and click on the CPT button (Figure 19.20). Figure 19.20: GeoBrain Experiences window, First page The GeoBrain Experiences window displays a list of 2 projects arranged alphabetically (Figure 19.21). The number of experiences can be different from Figure as the GeoBrain database continuously grows. As previously (section ) it is possible to access to detailed information on each project by clicking on its name. Selecting a less strict similarity condition in the first page, for example <Moderate similarity>, will result in much more projects in the resulting list. 280 of 416 Deltares

307 Tutorial 12: Prediction of feasibility using experience data Figure 19.21: GeoBrain Experiences window, Search on CPT See section for a detailed description of this window GeoBrain Experiences Search on Location To search in the GeoBrain experience database projects situated close to the location of the tutorial project using a map: 57. Click on the Back button to return to the first search page. 58. Click on the Location button. Deltares 281 of 416

308 D-SHEET PILING, User Manual Figure 19.22: GeoBrain Experiences window, Search on Location In the map of the Netherlands displayed (Figure 19.22), a zoom on the desired location must be performed: 59. Use the Zoom in button and the Hand cursor to reduce the map to the Zuid-Holland (Figure left) and then continue to the city of Rotterdam (Figure right), for example. Zuid-Holland (Figure left) and then continue to the city of Rotterdam (Figure right), for example. 282 of 416 Deltares

309 Tutorial 12: Prediction of feasibility using experience data Figure 19.23: GeoBrain Experiences window, Search on Location after zoom Depending on the zoom intensity, results will be displayed as pie (Figure left) or as separate points (Figure right). Clicking on the pie or on the point(s) will display the details of the corresponding project(s). See section for a detailed description of this window Conclusion After checking a sheet pile wall for stability, the Feasibility menu can be used to check the chosen sheet piling feasibility for driving. The chosen sheet piling can be compared to the GeoBrain experience database and NVAF-lines. If the sheet piling is changed to give better driving feasibility then it needs to be re-checked for stability. Deltares 283 of 416

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311 20 Tutorial 13: Horizontally loaded pile (mooring post) This tutorial example illustrates the use of the Single pile model in D-SHEET PILING. The calculation of forces and displacements for a mooring pile loaded by a ship is performed here. The objective of this exercise is: To use the single pile model of D-SHEET PILING to analyze a pile subjected to a horizontal force. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Single pile module This tutorial is presented in the file Tutorial-13.shi Introduction to the case In this example, the stability of a mooring post that is subject to a ship load is verified. The maximum displacement of the pile is to be calculated in order to check that it is less than 10 cm. Figure 20.1 shows the problem geometry, and the relevant soil parameters are given in Table Ship load 500 kn CLAY SAND CLAY 2 SAND 2 CLAY SAND 3 SAND Figure 20.1: Pile (mooring post) loaded horizontally (by a ship) Tutorial 13 Table 20.1: Soil properties (tutorial 13) Clay Sand Clay 2 Sand 2 Clay 3 Sand 3 Unsat. unit weight [kn/m 3 ] Sat. total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] E-Modulus Ménard [kn/ 2 ] Soil type Ménard [-] Clay Sand Clay Sand Clay Sand Deltares 285 of 416

312 D-SHEET PILING, User Manual 20.2 Pile loaded by forces 1. Create a new project by selecting New in the File menu. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 13 for D-SHEET PILING > and <Horizontally loaded pile> for Title 1 and Title 2 respectively in the Identification tab. 4. Select the Single pile model in the Model window from the Project menu. 5. Choose the first option for this model: Pile loaded by forces. Figure 20.2: Model window 6. Click OK to close the window. To enter the pile data: 7. Open the Pile window from the Construction menu or click on the Pile button on the icon bar. 8. Enter a pile consisting of one single element named <Mooring post>, with a Pile top level of <-0.5 m> and a Section bottom level of <-20.5 m>, i.e. a length of 20 m. 9. In this example a steel tubular pile is used, having a Diameter of 1200 mm, i.e. <1.2 m>, a Stiffness EI of < knm 2 > and a Maximum moment for elastic behavior of <3800 knm>. Enter a Reduction factor for EI and for the maximum moment of <1> as no reduction factor is used in this project. Figure 20.3: Pile window Note: The Pile window is similar to the Sheet Piling window for the Sheet Piling model, but the parameters differ because of the dimensions of the input.also the available options in 286 of 416 Deltares

313 Tutorial 13: Horizontally loaded pile (mooring post) the main menu are slightly different. Note also that working with construction stages is not possible for the single pile model Soil Profile 10. Open the Surfaces window from the Soil menu, and define a surface at -4.5 m. 11. Open the Soil Materials window from the Soil menu, and define the soils as given in Table Select Brinch-Hansen as the method to be used to calculate the earth pressure coefficients. Figure 20.4: Soil Materials window 12. Enter the Soil Profiles as shown in Figure Figure 20.5: Soil Profiles window 13. Open the Water Levels window from the Soil menu, and enter a water level of <-2 m>. Note: The Brinch-Hansen and Menard method automatically takes into account the effect of arching (section 37.2), but if the user chooses to define their own coefficients then they must modify them as described in section When using the Brinch-Hansen method, the same Deltares 287 of 416

314 D-SHEET PILING, User Manual soil layer should not be used at different depths in a profile, as the strength is a function of depth. Instead a copy of the soil layer, with a different name, should be made for the second depth. It is also recommended that thick soil layers are split into two or more thinner layers section Horizontal Force 14. Open the Horizontal Forces window from the Loads menu and enter a horizontal force named <Ship load> of <500 kn> at a level of <-0.5 m>. Figure 20.6: Horizontal Forces window 15. Select these different inputs in the Stage Overview window, such as the <Ship load> to activate them Results 16. Start a calculation and save the project using <Tutorial-13> as file name. Note that the pile is stable as no message is displayed to the contrary. 17. Open the Moment/Force/Displacement Charts window to view the results of the calculation. The maximum displacement of the pile is around 9 cm, which meets the condition that was stated in the case description, of a maximum allowable displacement of 10 cm. The maximum allowable bending moment of 3800 knm is also not exceeded. 288 of 416 Deltares

315 Tutorial 13: Horizontally loaded pile (mooring post) Figure 20.7: Moment/Force/Displacement Charts window 20.6 Conclusion D-SHEET PILING allows the modeling of simple single pile models, loaded by forces and moments. The single pile module allows the effect of arching to be taken into account, by application of Brinch-Hansen s theory. The input and calculation method is similar to that for a sheet pile wall. Deltares 289 of 416

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317 21 Tutorial 14: Horizontal pile deformation caused by embankment This tutorial gives another example of using the Single pile model in D-SHEET PILING. In this example the option Pile loaded by soil displacements is used. The objectives of this exercise are: To define the behavior of the layers for soil displacements calculation; To analyze a single pile that is loaded by soil deformations. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Single pile module This tutorial is presented in the file Tutorial-14.shi Introduction to the case In this case, calculations will be made for a foundation pile below a building. The building is situated near a site where a road embankment will be constructed. It needs to be verified that the maximum moment experienced by the pile after the embankment is built does not exceed the maximum allowable value of 1000 knm. For this project, the road embankment is implemented as a surcharge load and the soil displacements caused by this road embankment are automatically calculated, by D-SHEET PILING using the De Leeuw tables (De Leeuw, 1963). De Leeuw tables (De Leeuw, 1963). Note: An alternative to De Leeuw tables is to calculate the soil displacements at the location of the pile caused by the road embankment using finite element program. In such case, the output displacements of this FEM analysis are used as User defined displacements in D-SHEET PILING SAND 1 CLAY 1 CLAY 2 CLAY 3 CLAY SAND 2 Figure 21.1: Horizontal pile loaded by (calculated) soil deformations caused by embankment raise (tutorial 14) Deltares 291 of 416

318 D-SHEET PILING, User Manual Table 21.1: Soil properties (tutorial 14) Sand1 Clay1 Clay2 Clay3 Clay4 Sand2 Unsat. unit weight [kn/m 3 ] Sat. unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Behavior Stiff Elastic Foundation Note: Active and neutral earth pressure coefficients normally need to be set to zero for the situation of a single pile loaded by soil displacement. This means that the input value for the passive earth pressure coefficient leads to the effective resisting pressure, taking the effect of arching into account. Selecting the option Pile loaded by calculated soil displacements will cause this to happen automatically because in such case the Brinch-Hansen method is automatically used for the calculation of the earth pressure coefficients Pile loaded by soil displacements 1. Create a new project and save it with the name <Tutorial-14>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 14 for D-SHEET PILING >, <Horizontal pile deformation caused> and <by soil embankment> for Title 1, Title 2 and Title 3 respectively in the Identification tab. 4. Select the Single pile model in the Model window from the Project menu. 5. Choose the second option for this model: Pile loaded by soil displacements and the Calculated displacements. Figure 21.2: Model window 6. Click OK to close the window. To enter the pile data: 7. Open the Pile window from the Construction menu or click on the Pile button on the icon bar. 8. Enter a pile consisting of one single element, with a Pile top level of <-0.5 m> and a Section bottom level of <-12.5 m>, i.e. a length of 12 m. The Stiffness EI of the pile is <63900 knm 2 >, the Diameter is <40 cm> and the Maximum moment is <300 knm>. 292 of 416 Deltares

319 Tutorial 14: Horizontal pile deformation caused by embankment Enter a Reduction factor for EI and for the maximum moment of <1> as no reduction factor is used in this project Soil input 9. Open the Surfaces window from the Soil menu, and define a surface at level <-0.5 m>. 10. Open the Soil Materials window from the Soil menu, and define the materials according to Table For Elastic materials, mark the Use default elasticity check-box to leave D-SHEET PILING estimate the elasticity using the unsaturated unit weight as explained in section Figure 21.3: Soil Materials window 11. Open the Soil Profiles window from the Soil menu, and define manually the soil profile as shown in Figure Open the Water Levels window from the Soil menu, and enter a water level of <-1.5 m> Surcharge Load The road embankment is implemented as a surcharge load. D-SHEET PILING will automatically calculate the soil displacements caused by this road embankment using the De Leeuw tables(de Leeuw, 1963). 13. Open the Surcharges Loads window from the Loads menu. 14. Enter the road embankment properties given in Figure 21.4 below. Deltares 293 of 416

320 D-SHEET PILING, User Manual Figure 21.4: Surcharge Loads window 15. Active the surcharge load in the Stage Composer by selecting it Rigid Support 16. Open the Rigid Supports window from the Supports menu. 17. Enter a rigid support which suppresses Translation of the sheet piling at level <-0.5 m>. This represents the resistance to translation provided by the connection of the pile to the building. Figure 21.5: Rigid Supports window 18. Active the rigid support in the Stages Composer by selecting it. The Input Diagram window confirms the entered Surcharge Load and Rigid Support. 294 of 416 Deltares

321 Tutorial 14: Horizontal pile deformation caused by embankment Figure 21.6: Input Diagram window 21.6 Results 19. Start a calculation, and note that the pile is stable, as no message is displayed to the contrary. 20. Open the Moment/Force/Displacement Charts window. Figure 21.7: Moment/Force/Displacement Charts window The Moment/Force/Displacement Charts window (Figure 21.7) shows that the maximum moment in the pile is around 182 knm, which is much less than the allowable maximum (i.e knm), so constructing the road embankment should not cause problems for this pile. In the Displacements chart, the dotted line corresponds to the calculated soil displacements. The numerical values can be found in the report. 21. Open the Report window to see the Calculated Displacements with Tables from De Leeuw section (Figure 21.8). Deltares 295 of 416

322 D-SHEET PILING, User Manual Figure 21.8: Report window showing the calculated soil displacements Note: The results of a calculation are highly influenced by the soil displacements and the value of the horizontal subgrade modulus in the displacing soil layers Conclusion D-SHEET PILING also allows the analysis of single piles subjected to impose soil deformations. Those soil displacements can either be user-defined or automatically calculated displacements from De Leeuw tables. 296 of 416 Deltares

323 22 Tutorial 15: Design code checking acc. to EuroCode 7 In this tutorial, the Eurocode 7 design procedure is applied, using the prescribed partial factors. The same project as Tutorial 7 chapter 14 is used, except that the design code is now different. The objective of this exercise is: To verify the stability of a sheet pile wall according to Eurocode 7. To determine the design moment according to Eurocode 7. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module This tutorial is presented in the file Tutorial-15.shi Introduction to the case The same input file as Tutorial 7 chapter 14 is used, but the design of the sheet pile wall with a single anchor and a temporary surcharge is performed by applying the EuroCode design Code instead of the Dutch CUR 166 recommendation. The project geometry is illustrated in Figure Figure 22.1: Construction stages (tutorial 15) Deltares 297 of 416

324 D-SHEET PILING, User Manual 22.2 Introduction to Eurocode 7 According to the Eurocode 7, three Design Approaches, with different partial factors are defined for the Ultimate Limit State. The Design Approach used will depend on the choice of the country where the verification is performed/the construction takes place, in order to conform to their design methods. It should be verified that a rupture or excessive deformation will not occur with the appropriate set of partial factors applied. The partial factors recommended by Eurocode 7 (NEN-EN, March 2005) are given in Figure These partial factors apply to actions or their effects, ground resistance and material properties. In this tutorial, the verification is performed for three design approaches of the Eurocode 7: design approaches 1, 2 and 3. According to EuroCode 7, use of the Culmann method (delta, c, phi soil parameters) for the calculation of the active and passive earth pressure coefficients is acceptable.for the calculation of the neutral earth pressure coefficient, the formula used in D-SHEET PILING (k 0 = (1 sin ϕ) OCR) is the one prescribed in the Eurocode for a horizontal ground surface Partial factors according to Eurocode 7 The stages are the same as for Tutorial 7: 1. Open the input file <Tutorial-7a.shi>, and save it with name <Tutorial-15>. 2. In the Project Properties window, fill in <Tutorial 17 for D-SHEET PILING > and <Design code checking acc. to Eurocode 7> for Title 1 and Title 2 respectively in the Identification tab. 3. In the Sheet Piling window, modify the Section bottom level to <-14 m>. 4. Open the Default Partial Factors window from the Project menu, and select the EC7 General tab. 5. Click on the Reset button to reset all values to the default values prescribed by the Eurocode 7 (NEN-EN, March 2005) (Figure 22.2). Figure 22.2: User Defined Partial Factors window, EC7 General tab 298 of 416 Deltares

325 Tutorial 15: Design code checking acc. to EuroCode 7 Note: The default values of the User Defined Partial Factors window can be modified to be in accordance with the values prescribed in the National Annex of the EuroCode 7 of each European country. The EC7 NL tab prescribed the values given by the Dutch National Annex (NEN, september 2009) Determine the minimum length using partial factors from Eurocode 7 The minimum sheet pile length is first determined according to the Eurocode 7 for the four design approaches. Level variations and partial factors given in Figure 22.2 are applied for all stages Design Approach 1 set 1 6. Select Start from the Calculation menu or press the function key F9. 7. In the Start Calculation window, select the Design Sheet Piling Length tab. 8. Select EuroCode and Design approach 1 set Select the last Construction stage <4: Load>. 10. Specify checks for the Pile Length ranging From <20 m> Down to <12 m> with a Decrement of <1 m>. 11. Click the Start button. Figure 22.3: Start Calculation window, Design Sheet Piling Length tab with an AZ 17/S430 profile The results (Figure 22.3) show that for a length of 20 m the maximum allowable moment is reached. Therefore, a different sheet piling profile must be selected with a higher maximum allowable moment. 12. Open the Sheet Piling window from the Construction menu. 13. Select an Arcelor <AZ 25> profile from the library, with a <S430> section. 14. In the Design Sheet Piling Length tab of the Start Calculation window perform a new design calculation by clicking the Start button. The results (Figure 22.4) show that for a length of 13 m the sheet piling becomes unstable as the mobilized resistance reaches 100%. Therefore, the minimum length is approximately 14 m. Deltares 299 of 416

326 D-SHEET PILING, User Manual Figure 22.4: Start Calculation window, Design Sheet Piling Length tab with an AZ 25/S430 profile 15. Check that the last stage is indeed the most critical by repeating the above steps, selecting each of the other stages. Note that the sheet piling does indeed become unstable in the final stage earlier than in the others. To get a more accurate result of when the piling becomes unstable or when the anchor yields, the Pile length inputs at the top of the window must be adapted. 16. Select the final stage as this is the most critical, enter a pile length From <14 m> Down to <13 m> with a Decrement of <0.25 m> and click Start again. 300 of 416 Deltares

327 Tutorial 15: Design code checking acc. to EuroCode 7 Figure 22.5: Start Calculation window, Design Sheet Piling Length tab for DA 1 set 1 The results (Figure 22.5) show that the minimum stable length is approximately m Design Approach 1 set Repeat the design length procedure described above for design approach 1 set 2. The minimum stable length (with anchor yielding) is m as shown in Figure Figure 22.6: Start Calculation window, Design Sheet Piling Length tab for DA 1 set 2 Deltares 301 of 416

328 D-SHEET PILING, User Manual Design Approach Repeat the design length procedure for design approach 2. The minimum stable length is 14 m as shown in Figure Figure 22.7: Start Calculation window, Design Sheet Piling Length tab for DA 2 Note: For design approach 2, the maximum allowable percentage of mobilization is not 100% but 100%/1.40 = 71.7% as the partial resistance factor is 1.4 for this design approach instead of 1.0 for the others (see Figure 22.2). That s why for a length of 14 m with a mobilized resistance of 75.6% (> 71.7%) the sheet piling is considered as unstable Design Approach Repeat the design length procedure described above for design approach 3. The minimum stable length (with anchor yielding) is m as shown in Figure of 416 Deltares

329 Tutorial 15: Design code checking acc. to EuroCode 7 Figure 22.8: Start Calculation window, Design Sheet Piling Length tab for DA Results overview The results obtained for each design approach are summarized in the following table. Table 22.1: Overview of the Design Sheet Piling Length calculation for the different design approaches Design Approach DA 1 set 1 DA 1 set DA DA Design Mob. resist. Anchor Max. moment Max. length [m] [%] force [kn] [knm] placem. [mm] dis- For this project, the design sheet piling length can vary from m to m depending on the chosen design approach: both design approaches DA 1 set 2 and DA 3 give the largest sheet piling length (including anchor yielding) whereas design approach DA 1 set 1 gives the smallest sheet piling length (without anchor yielding). Results of DA 1 set 2 (Figure 22.6) and DA 3 (Figure 22.8) are identical because both approaches use the same default partial factors (Figure 22.2). Both approaches give the largest design length. For DA 2, the maximum allowable percentage of mobilization is not 100% but 100%/1.40 = 71.7% as the partial resistance factor is 1.4 for this design approach instead of 1.0 for the others (see Figure 22.2). Deltares 303 of 416

330 D-SHEET PILING, User Manual 22.5 Design calculation using Verify Sheet Piling The sheet piling design calculation just performed (section 22.4) does not provide a lot of results about the moments, shear forces and displacements of the wall. To get all of this information, a Verify Sheet Piling calculation must be performed for the design length. In this tutorial, only design approach 1 set 1 is verified but the same verification can be performed for the other approaches Verification calculation For design approach 1 set 1, the results (Figure 22.5) show that the minimum stable length is approximately m. It seems acceptable to reduce the sheet piling length from 14 m to 13.5 m, whilst still leaving a good safety margin. 20. Open the Sheet Piling window from the Construction menu. 21. Change the Section bottom level to <-13.5 m>. 22. Click OK to confirm. 23. Select the Start option from the Calculation menu or press the function key F In the Start Calculation window, select the Verify Sheet Piling tab. 25. Choose EuroCode and then select Design approach 1. Figure 22.9: Start Calculation window, Verify Sheet Piling tab 26. Click Start to perform the design calculation. Figure 22.10: Calculation Progress window At the end of the calculation, the message Calculation finished: sheet piling becomes unstable appears in the Calculation Progress window (Figure 22.10), which means that the current 304 of 416 Deltares

331 Tutorial 15: Design code checking acc. to EuroCode 7 length of the sheet piling is not acceptable according to Design Approach 1 of the EuroCode 7. The report results must be therefore investigated. 27. Click on the Close button to close the Calculation Progress window Results overview To view the results of this verification: 28. Select the Report option from the Results menu. The Summary section of the Report window (Figure 22.11) shows that the sheet pile wall is considered as stable according to Design Approach 1 set 1 but unstable according to Design Approach 1 set 2 of Eurocode 7 for stage 3. Figure 22.11: Report window, Summary section for Design Approach Charts 29. Open the Moment/Force/Displacement Charts window from the Results menu. Deltares 305 of 416

332 D-SHEET PILING, User Manual Figure 22.12: Moment/Force/Displacement Charts window for the last stage The maximum moment and the maximum shear force for stage 4 given at the bottom of the Moment/Force/Displacement Charts window (Figure 22.12) are respectively knm and kn. These are less than those given in the Summary section of the Report window, respectively knm and kn (Figure 22.11) while they should be equal. The reason for this is that the Moment/Force/Displacement Charts window shows the intermediary calculated moments and forces before multiplying them with the partial factor on the effect of the loads (1.35 in this tutorial) whereas the Summary section of the Report window shows the final design moments and forces. Moreover, in the moment chart, two lines are represented: The continuous line with a maximum value of knm corresponds to the intermediary calculated moments: black line corresponds to values below the maximum allowable moment whereas red line corresponds to values above the maximum allowable moment; The red dotted line with a maximum value of knm corresponds to the intermediary calculated moments multiplied by the partial factor on the effect of the loads (i.e in this tutorial, therefore: ); The green dotted vertical line (1056 knm) corresponds to the maximum allowable moment as inputted in the Sheet Piling window. As part of the moment chart exceeds the maximum allowable moment (dotted green line), the selected sheet piling section should be changed to avoid failing in bending Conclusion D-SHEET PILING allows the user to check a sheet pile wall according to the Eurocode 7, which will become the only relevant design code for geotechnical projects in Europe within the next few years. In this tutorial, the partial factors prescribed in EuroCode 7, Part 1: General rules (NEN-EN, March 2005) have been used. However, each country can prescribed its own design method and partial factors via the National Annex of the Eurocode. As information, D-SHEET PILING now supports the Dutch Annex. 306 of 416 Deltares

333 23 Tutorial 16: Prediction of surface settlements during sheet pile installation This tutorial example looks at the surface settlements during the installation of a sheet piling by vibration. The objective of this exercise is: To predict to surface settlements during the sheet pile installation. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Settlement by vibration This tutorial is presented in the file Tutorial-16.shi Introduction to the case This tutorial involves the four stages excavation as used in Tutorial 7. The groundwater level is located 2 meters below the initial ground level. The sheet piling is an Arcelor AZ 19 profile, section S430. The top of the wall is located at ground level (GL) and the toe of the wall is at GL -16 m. Figure 23.1: Geometry of Tutorial 16 The soil parameters needed for a settlement by vibration calculation are given in Table Deltares 307 of 416

334 D-SHEET PILING, User Manual Table 23.1: Soil parameters for Tutorial 16 Clay Peat Sand Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] Relative density [%] Horizontal permeability [m/s] Soil type [-] Clay Peat Sand 23.2 Model 1. Open <Tutorial-7a.shi> and save it with the name <Tutorial-16>. 2. In the Identification tab of the Project Properties window, change Title 1 and Title 2 to respectively <Tutorial 16 for D-SHEET PILING > and <Prediction of settlements by vibration>. 3. In the Model window, deselect the option Verification (EC7/CUR) as it is not used and select the Settlement by vibration option. Figure 23.2: Model window 23.3 Sheet Piling Prediction of settlement by vibration is based, among other things, on the geometry of the sheet piling: 4. Open the Sheet Piling window from the Construction menu. 5. Click the Browse button in the Import profile from library column to open the Sheet Piling Profiles Library window. 6. Select Arcelor profile <AZ 19> with a steel quality <S430>. 308 of 416 Deltares

335 Tutorial 16: Prediction of surface settlements during sheet pile installation Figure 23.3: Sheet Piling Profiles Library window 7. Click the Select button to return to the Sheet Piling window (Figure 19.2). The needed parameters are automatically filled in. 8. Enter a Section bottom level of <-16 m> and leave the Number of simultaneously installed piles to <2>. Figure 23.4: Sheet Piling window 9. Click OK to close the window. Deltares 309 of 416

336 D-SHEET PILING, User Manual 23.4 Soil Materials 10. In the Soil menu, select Materials to open the Soil Materials window. 11. Enter the values given in Table 23.1for the Relative density, the Horizontal permeability and the Soil layer type. 12. Click OK to confirm the input. Figure 23.5: Soil Materials window for Clay material 23.5 Calculation 13. In the Feasibility menu, select Settlement by vibration to start the calculation. A window appears showing the calculation progress. The calculation can take some time. Figure 23.6: Calculation progress window 23.6 Results 14. To see the charts output, select Settlement by Vibration Charts from the Results menu. The Settlement by vibration Charts window displays the settlement vs. the distance to sheet pile. The settlements are calculated for the active side (i.e. right side in this example) of the sheet pile and first step. Three types of charts are displayed: Settlements during installation of the sheet piling (Figure 23.7); Settlements during removal of the sheet piling (Figure 23.8); 310 of 416 Deltares

337 Tutorial 16: Prediction of surface settlements during sheet pile installation Total settlements (Figure 23.9). 15. Choose During installation from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the settlements during installation of the sheet piling (Figure 23.7). Figure 23.7: Settlements by Vibration Charts window, Settlement during installation 16. Choose During removal from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the settlements during removal of the sheet piling (Figure 23.8). Figure 23.8: Settlements by Vibration Charts window, Settlement during removal Deltares 311 of 416

338 D-SHEET PILING, User Manual 17. Choose Total settlement from the drop-down menu at the top left of the Settlement by Vibration Charts window to display the settlements due to installation + removal of the sheet piling (Figure 23.9). Figure 23.9: Settlements by Vibration Charts window, Total settlement (installation + removal) For each chart, three lines are shown. The blue line corresponds to the settlements due to sheet pile volume. The red line corresponds to the settlements due to densification. The black line corresponds to the total settlement (sum of settlements due to sheet pile volume and soil densification). 18. Click the right hand mouse button and select View Data to open the Chart Data window (Figure 23.10). In this window the data used to generate the charts can be viewed and copied, for example for use in spreadsheets. For this tutorial, the maximum settlement after installation and removal of the sheet pile wall is estimated to 23.5 mm, which is acceptable. 312 of 416 Deltares

339 Tutorial 16: Prediction of surface settlements during sheet pile installation Figure 23.10: Chart Data window for the Total settlement (installation + removal) 23.7 Conclusion After checking a sheet pile wall for stability, the Settlement by vibration option from the Feasibility menu can be used to evaluate the settlements due to vibratory installation and removal of the sheet pile wall. Deltares 313 of 416

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341 24 Tutorial 17: Design length of a synthetic wall This example illustrates the modeling of a synthetic wall: a combination of a ProLock synthetic profile and wooden piles. For background information, visit The objectives of this exercise are: To enter a combined wall consisting of three sections To make the necessary correction to compensate for arching of the piles below the depth of the synthetic wall To design manually the combined wall length with the allowable bending moment For this example the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module This tutorial is presented in the files Tutorial-17a.shi and Tutorial-17b.shi Introduction to the case This example models a single stage excavation with a combined wall consisting of a ProLock Sigma profile and wooden piles. The wooden piles are inserted in the ProLock Sigma profile. The wooden piles are longer than the profile. Because of decomposition of wood, the contribution of the wooden piles above the water level is neglected (Figure 24.2). The soil profile consists of a clayey sand land layer and a sand layer. The layer properties are provided in Table On the excavated site the surface is not horizontal. An occasional uniform surcharge of 2 kpa can be present on the right surface. Figure 24.1: One stage excavation with a ProLock Sigma combined wall (Tutorial 17) Deltares 315 of 416

342 D-SHEET PILING, User Manual To start, the calculation is made for a synthetic profile length of 1.5 m, with 2 wooden piles per meter and for a pile tip level of -2.5 m, as shown in Figure This tutorial will show that the calculated bending moment for such construction exceeds the allowable moment (section ). That s why the synthetic profile must be lengthened from 1.5 m to 2 m (section ). The question is to design the wall for two situations: long term situation, without the surcharge (Tutorial-17a), short term situation, with the surcharge (Tutorial-17b). Figure 24.2: Dimensions of a ProLock Sigma wall Table 24.1: Soil properties (tutorial 17) Sand, clayey Sand, moderate Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] 0 0 Friction angle [deg] Delta friction angle [deg] Shell factor [-] 1 2 Over-consolidation ratio [-] 1 1 Grain type Fine Fine Mod. of sub. reaction, first branch [kn/m 3 ] Mod. of sub. reaction, second branch [kn/m 3 ] Mod. of sub. reaction, third branch [kn/m 3 ] The properties of the ProLock Sigma profile are shown in Table The properties of the 316 of 416 Deltares

343 Tutorial 17: Design length of a synthetic wall (soft) wooden piles used in this project are provided in Table 24.3, per pile and per linear meter (considering 2 wooden piles per linear meter). Table 24.2: Properties of a ProLock Sigma profile (tutorial 17) Flexural strength f m;char 60.0 N/mm 2 Partial material factor γ M Modification factor k mod 0.45 long term 0.50 short term Section modulus W 223 cm 3 /m Allowed bending moment 5.02 knm/m long term 5.58 knm/m short term Young s modulus at SLS E rep N/mm 2 Young s modulus at ULS E d 697 N/mm 2 Flexural stiffness at SLS EI rep 30.7 knm 2 /m Flexural stiffness at ULS EI d 9.3 knm 2 /m Table 24.3: Properties of the round wooden piles (tutorial 17) per pile per m Number of piles [m] 1 2 Diameter D [mm] 100 Strength class C18 Flexural strength f m;rep [N/mm 2 ] 18.0 Partial material factor γ m [-] 1.3 Modification factor long term k mod [-] 0.55 short term 0.70 Height factor k h [-] Design flexural strength (1) long term f u;d [N/mm 2 ] 8.26 short term Modulus of elasticity SLS E rep [N/mm 2 ] 9000 ULS E d 6000 Resisting moment (2) W [cm 3 ] Allowed bending moment (3) long term M max [knm] short term Bending stiffness SLS EI rep [knm 2 ] ULS EI d (1) f u;d = f m;rep k mod k h /γ m (2) also called section modulus (3) M max = W f u;d Because the wooden piles are inserted in the ProLock Sigma profile, the properties of both the synthetic profile and the wooden pile are added to get the properties of the wall, as shown in Table Deltares 317 of 416

344 D-SHEET PILING, User Manual Table 24.4: Properties of the ProLock Sigma wall (tutorial 17) ProLock Sigma Wooden piles ( 2) ProLock Sigma wall with wooden piles Resisting moment [cm 3 /m ] Allow. moment long term [knm/m ] Allow. moment short term [knm/m ] Bending stiffness at SLS [knm 2 /m ] Bending stiffness at ULS [knm 2 /m ] Design at long term (Tutorial-17a) Project To create a new project, follow the steps described below: 1. Start D-SHEET PILING from the Windows task bar (Start/All Programs/Deltares Systems/D- Sheet Piling). 2. Click File and choose New on the D-SHEET PILING menu bar to start a new project. 3. Click Project on the menu bar and then choose Model. 4. Select Sheet piling. 5. Select the Mixed model (Figure 24.3). 6. Deselect the option Check vertical balance as a vertical balance check is not part of this exercise. 7. Select the option Verification (EC7/CUR) as a EuroCode design check will be performed. 8. Save the project with name <Tutorial-17a> by clicking Save in the File menu. To give the project a meaningful description, follow the steps described below: 9. Open the Project Properties window from the Project menu or click on the Project Properties icon on the icon bar. 10. Fill in <Tutorial 17 for D-Sheet Piling> and <ProLock Sigma with 2 wooden piles per meter> for Title 1 and Title 2 respectively in the Identification tab Synthetic wall with wooden piles The combined wall shown in Figure 24.2 can be modeled. 11. Open the Sheet Piling window from the Construction menu or click on the Sheet piling button on the icon bar. 12. In the window displayed, define the top part consisting of only sheet profiles as the contribution of the wooden piles above the water level (i.e m) is neglected because of decomposition of wood. Use the Import profile button to import the specifications of the ProLock Sigma profile. Change the Modification factor into <0.45>. Enter a Reduction factor EI and a Reduction factor maximum moment of <1> as no reduction factor is used in this project. 13. In the second row, define the second part of the synthetic wall consisting of the ProLock Sigma profile with 2 wooden piles per meter as given in Table 24.4 (Figure 24.3). 14. In the third row, define the lowest part consisting of only 2 wooden piles. The properties given in the last column of Table 24.3 correspond to a width of 200 mm (2 piles). The request values in the Sheet Piling window are per running meter. All the values of the table must therefore be divided by 0.2 m (i.e. the Acting width) to get an input in running meter: W = 196/0.2 = 980 cm 3 /m, M max =1.62/0.2 = 8.09 knm/m and 318 of 416 Deltares

345 Tutorial 17: Design length of a synthetic wall EI = 88/0.2 = 442 knm 2 /m. 15. Click OK to confirm the input. Figure 24.3: Sheet Piling window at long term (Tutorial-17a) Note: For the bending stiffness EI, the maximum value (between SLS and ULS) given in Table 24.3 is used as it provides the maximum calculated bending moment. Note: The use of the Combined Wall tool as in Tutorial 9 (chapter 16) is not applicable in this tutorial because the wooden piles are inserted into the synthetic profile Soil In the menu Soil, the soil materials, the surfaces, the soil profile and the water levels for this tutorial can be specified Surfaces On the excavated side, the surface is not horizontal. This can be defined in the Surfaces window: 16. Open the Surfaces window from the Soil menu and define a surface with name <Right> with level 0 m. 17. Define a second surface with name <Left> and fill in the values that are listed in the table of Figure Deltares 319 of 416

346 D-SHEET PILING, User Manual Figure 24.4: Surfaces window Which surfaces should be applied on the left and right hand sides of the sheet piling may now be selected. This selection is made using the Stage Composer located at the left side of the Input Diagram window. 18. In the upper box of the Stage Composer, click Surface left and select the surface with description <Left> in the lower box (Figure 24.5). The effect can be directly seen in the Input Diagram window. 19. Repeat this for Surface right by linking it with the <Right> surface. Figure 24.5: Stage Composer to assign the surface levels 320 of 416 Deltares

347 Tutorial 17: Design length of a synthetic wall Soil Materials 20. Open the Soil Materials window from the Soil menu, and define the soils using the parameters given in Table 24.1, using the Müller-Breslau (straight slip surfaces) method for an automatic calculation of the Earth pressure coefficients by D-SHEET PILING. Select Tangent with <3> as the Number of curves for spring characteristics in the Curve Settings window to allow input of the modulus of subgrade reaction as given in Table Figure 24.6: Soil Materials window for Sand moderate Soil Profiles 21. Open the Profiles window from the Soil menu and define the soil profile shown in Figure 24.1, with the top levels of <Sand, clayey> and <Sand, moderate> at 0 m and -1.5 m respectively Water Levels 22. Open the Water Levels window of the Soil menu, and define a water level named <WL> at <-0.5 m> Model selection Slopes can only be analyzed if the c, phi, delta model is used, that s why the left side of the construction is analyzed with the c, phi, delta model whereas the right side is analyzed with the K a, K 0, K p model. 23. Click the Overview option in the Stages menu or click on the Stage overview button on the icon bar. 24. Select method <C, phi, delta> for the Left side. 25. Click OK to confirm Calculation The verification of the synthetic wall is made according to the Dutch Annex of the Eurocode Select the Start option from the Calculation menu or press the function key F9. Deltares 321 of 416

348 D-SHEET PILING, User Manual 27. In the Start Calculation window, select the Verify Sheet Piling tab. 28. Choose EC7 NL and then select Partial factors (design values) in all stages (method A). 29. Select <RC 0> as Partial factor set. Figure 24.7: Start Calculation window, Verify Sheet Piling tab Results 30. Click Start to perform the design calculation. When the calculation is complete, an error message appears at the bottom of the window (Figure 24.8). Figure 24.8: Calculation Progress window 31. Close the Calculation Progress window and open the Report form the Results menu to get more details about this error message. 32. Go to paragraph 2 named Summary using the Move to next page button. 322 of 416 Deltares

349 Tutorial 17: Design length of a synthetic wall Figure 24.9: Report window - Summary for Tutorial-17a The Calculation Errors section (Figure 24.9) indicates that the sheet piling becomes unstable. For steps 6.3 and 6.4, the sheet piling is unstable and no results are available Manual design of the wall length The bottom position of the middle part of the wall (i.e. synthetic profile with two wooden piles) can be first lowered by 0.5 m and a new calculation must be performed to check the moments: 33. Open the Sheet Piling window form the Construction menu and change the Section bottom level of the middle part of the wall into <-2 m>. A shell factor of 1 is applied for soils in contact with the sheet piling as the sheet piling prevents arching from taking place. As a consequence, the Sand, moderate layer must be divided into 2 layers, from -1.5 m to -2 m and below -2 m with a shell factor of 1 and 2 respectively. 34. Open the Materials window. 35. Select material named Sand, moderate. 36. Click the button. 37. Rename the created material with <Sand, moderate no shell> and change the Shell factor into <1> (Figure 24.10). Deltares 323 of 416

350 D-SHEET PILING, User Manual Figure 24.10: Materials window 38. Open the Soil Profile window and enter the new profile (Figure 24.11). Figure 24.11: Soil Profile window 39. Perform a new calculation. No error message appears at the end of the calculation. 40. Open the Moment/Force/Displacement Chart window to inspect the results (Figure 24.12). 324 of 416 Deltares

351 Tutorial 17: Design length of a synthetic wall Figure 24.12: Moment/Force/Displacement Chart window for long term situation - Step 6.3 The maximum calculated moment (2.2 knm) is now situated in the middle part of the wall (composed of the ProLock Sigma profile and 2 wooden piles per meter). In this part, the allowable moment (5.56 m) is higher than in the lowest part (1.62 knm), that s why the maximum calculated moment now passes. Note: Usually, to design the length of the wall, the option Design Sheet Piling Length is used (section 5.2.2). However, in case of combined wall, this option can be used only to design the lower part of the wall (i.e. wooden piles), but not the upper part. That s why, the design length will be determined manually, by changing the bottom level of the ProLock Sigma profile Design at short term (Tutorial-17b) The design must also be verified at short term situation, where an occasional uniform surcharge can be present at the active side. 41. Save the current project with a new name by clicking Save As in the File menu and by entering <Tutorial-17b> as project name Adapting the properties of the wall The allowable bending moment at short term is higher than at long term, so it must be updated: 42. Open the Sheet Piling window from the Construction menu or click on the Sheet piling icon on the icon bar. 43. In the window displayed, change the Maximum moment for the three parts using the values given in Table Click OK to confirm the input. Deltares 325 of 416

352 D-SHEET PILING, User Manual Figure 24.13: Sheet Piling window at short term (Tutorial-17b) Adding a uniform load For the short term, a uniform surcharge of 2 kpa is present on the right surface: 45. Click Loads in the menu bar and then choose Uniform Loads. 46. In the input window displayed, define a load with the name <Surface load>, with a magnitude of <2 kn/m 2 >. The load is defined as <Permanent> and <Unfavourable> as it is on the active side. 47. Click OK to confirm the input. Figure 24.14: Uniform Load window 48. Activate the Surface load in the Stage Composer by selecting Uniform loads in the upper box and by marking Surface load in the lower box (see Figure 24.15). 326 of 416 Deltares

353 Tutorial 17: Design length of a synthetic wall Figure 24.15: Stage composer to assign the uniform load Results The verification calculation at short term can now be performed: 49. Start the calculation by pressing the function key F9 and clicking Start. No error message appears at the end of the calculation. 50. Open the Moment/Force/Displacement Chart window to inspect the results (Figure 24.16): the allowable moment is not exceeded in all calculation steps. Figure 24.16: Moment/Force/Displacement Chart window for short term situation - Step 6.3 Deltares 327 of 416

354 D-SHEET PILING, User Manual 24.4 Conclusion A design calculation at long and short term for a combined wall consisting of a ProLock Sigma profile and wooden piles has been performed. The maximum calculated bending moments per section of the wall are reported in Table 24.5, for two different lengths of the ProLock profile. With a length of 2 m, the maximum calculated moments do not exceed the allowable moments; the strength of the wall is therefore enough. Table 24.5: Maximum calculated bending moments, per wall section (tutorial 17) First case Second case Section Allowable Length Max. Length Max. moment moment moment [knm] [m] [knm] [m] [knm] Long term situation (Tutorial-17a): ProLock Sigma profile ProLock Sigma + 2 wooden piles wooden piles Short term situation (Tutorial-17b): ProLock Sigma profile ProLock Sigma + 2 wooden piles wooden piles Note: The stability of the wall is secured. A shorter length of the piles (i.e. a tip level at -2 m instead of -2.5 m) is not possible as this will lead to an unstable wall. 328 of 416 Deltares

355 25 Tutorial 18: Modeling of synthetic wall with anchorage This example illustrates the modeling of a ProLock anchored combined wall. This wall is a combination of a synthetic profile and wooden piles. For background information, visit The objectives of this exercise are: To enter a combined wall consisting of three sections; To make the necessary correction to compensate for arching of the piles below the depth of the synthetic wall; To design manually the combined wall length with the allowable bending moment; To apply an oblique anchor; To determine the input data of the anchor form the technical specifications given by the manufacturer. For this example the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Culmann module Eurocode 7 Verification module This tutorial is presented in the files Tutorial-18a.shi and Tutorial-18b.shi Introduction to the case This example models a single stage excavation with an anchored combined wall consisting of a ProLock Omega profile and wooden piles. The wooden piles are inserted in the ProLock Omega profile. The wooden piles are longer than the profile. Because of decomposition of wood, the contribution of the wooden piles above the water level is neglected (Figure 25.2). The soil profile consists of a clayey sand land layer, a clay layer and a sand layer. The layer properties are provided in Table An occasional uniform surcharge of 5 kpa can be present on the right surface. Deltares 329 of 416

356 D-SHEET PILING, User Manual Figure 25.1: One stage excavation with a ProLock Omega combined wall (Tutorial 18) To start, the calculation is made for a synthetic profile length of 3 m, with 2 wooden piles per meter and for a pile tip level of -4 m, as shown in Figure A row of inclined anchors is installed at level m, with one anchor every 2 m. This tutorial will show that the calculated bending moment for such construction does not exceed the allowable moment. Note: As the construction is loaded by the vertical component of the anchor force, the bearing capacity of the piles has to be verified. This verification is not part of this tutorial. The question is to design the wall for two situations: long term situation, without the surcharge (Tutorial-18a), short term situation, with the surcharge (Tutorial-18b). 330 of 416 Deltares

357 Tutorial 18: Modeling of synthetic wall with anchorage Figure 25.2: Dimensions of a ProLock Omega wall Table 25.1: Soil properties (Tutorial 18) Sand, clayey Clay Sand, moderate, shell Unsaturated total unit weight [kn/m 3 ] Saturated total unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Delta friction angle [deg] Shell factor [-] 1 1 or Over-consolidation ratio [-] Grain type Fine Fine Fine Mod. of sub. reaction, 1 st branch [kn/m 3 ] Mod. of sub. reaction, 2 nd branch [kn/m 3 ] Mod. of sub. reaction, 3 rd branch [kn/m 3 ] The properties of the ProLock Omega profile are shown in Table The properties of the (soft) wooden piles used in this project are provided in Table 25.3, per pile and per linear meter (considering 2 wooden piles per linear meter). Deltares 331 of 416

358 D-SHEET PILING, User Manual Table 25.2: Properties of a ProLock Omega profile (Tutorial 18) Table 25.3: Properties of the round wooden piles (Tutorial 18) per pile per m Number of piles [m] 1 2 Diameter D [mm] 150 Strength class C18 Flexural strength f m;rep [N/mm 2 ] 18.0 Partial material factor γ m [-] 1.3 Modification factor long term k mod [-] 0.55 short term 0.70 Height factor k h [-] 1 Design flexural strength (1) long term f u;d [N/mm 2 ] 7.62 short term 9.69 Modulus of elasticity SLS E rep [N/mm 2 ] 9000 ULS E d 6000 Resisting moment (2) W [cm 3 ] Allowed bending moment (3) long term M max [knm] short term Bending stiffness SLS EI rep [knm 2 ] ULS EI d (1) f u;d = f m;rep k mod k h /γ m (2) also called section modulus (3) M max = W f u;d Because the wooden piles are inserted in the ProLock Omega profile, the properties of both the synthetic profile and the wooden pile are added to get the properties of the wall, as shown in Table of 416 Deltares

359 Tutorial 18: Modeling of synthetic wall with anchorage Table 25.4: Properties of the ProLock Omega wall (Tutorial 18) ProLock Omega Wooden piles ( 2) ProLock Omega wall with wooden piles Resisting moment [cm 3 /m ] Allow. moment long term [knm/m ] Allow. moment short term [knm/m ] Bending stiffness at SLS [knm 2 /m ] Bending stiffness at ULS [knm 2 /m ] The anchor is chosen from the JLD anchor systems: a MK-SR anchor wall with the characteristics given in Figure 25.3 and a GEWI anchor bar of 16 mm diameter and 6 m length (Table 25.5). Figure 25.3: Technical data for the MK-SR anchor wall (Tutorial 18) Deltares 333 of 416

360 D-SHEET PILING, User Manual Table 25.5: Technical data for the GEWI Threadbar (Tutorial 18) 25.2 Design at long term (Tutorial-18a) Project This tutorial is based on the previous tutorial (chapter 24) as the input is quite similar: 1. Open the previous tutorial by clicking Open in the File menu and selecting <Tutorial- 17a.shi>. 2. Save the project with a new name by clicking Save As in the File menu and by entering <Tutorial-18a> as project name. To give the project a meaningful description, follow the steps described below: 3. Open the Project Properties window from the Project menu or click on the Project Properties icon on the icon bar. 4. Fill in <Tutorial 17 for D-Sheet Piling> and <ProLock Omega with 2 wooden piles per meter> for Title 1 and Title 2 respectively in the Identification tab Synthetic wall with wooden piles The combined wall shown in Figure 25.2 can be modeled. 5. Open the Sheet Piling window from the Construction menu or click on the Sheet piling button on the icon bar. 6. In the window displayed, define the top part consisting of only sheet profiles as the contribution of the wooden piles above the water level (i.e m) is neglected because of decomposition of wood. Use the Import profile button to import the specifications of the ProLock Omega profile. Change the Modification factor into <0.45>. 7. In the second row, define the second part of the synthetic wall consisting of the ProLock Omega profile with 2 wooden piles per meter as given in Table In the third row, define the lowest part consisting of only 2 wooden piles. The properties given in the last column of Table 24.3 correspond to a width of 300 mm (2 piles). The request values in the Sheet Piling window are per running meter. All the values of the table must therefore be divided by 0.3 m (i.e. the Acting width) to get an input 334 of 416 Deltares

361 Tutorial 18: Modeling of synthetic wall with anchorage in running meter: W = 662/0.3 = 2207 cm 3 /m, M max =5.04/0.3 = knm/m and EI = 224/0.3 = 1491 knm 2 /m. 9. Click OK to confirm the input. Figure 25.4: Sheet Piling window at long term (Tutorial-18a) Note: For the bending stiffness EI, the maximum value (between SLS and ULS) given in Table 25.3 is used as it provides the maximum calculated bending moment. Note: The use of the Combined Wall tool as in Tutorial 9 (chapter 16) is not applicable in this tutorial because the wooden piles are inserted into the synthetic profile Soil In the menu Soil, the soil materials, the surfaces, the soil profile and the water levels for this tutorial can be specified Surfaces On the excavated side, the surface is horizontal, on the contrary of the previous tutorial. This can be changed in the Surfaces window: 10. Open the Surfaces window from the Soil menu and define the surface named <Left> with <-2.5 m> Soil Materials Both clay layers (with and without arching effect) are added to the list of materials: 11. Open the Soil Materials window from the Soil menu, and add the <Clay> material by clicking the button. Enter the parameters given in Table 24.1, using the Müller- Breslau (straight slip surfaces) method for an automatic calculation of the Earth pressure coefficients by D-SHEET PILING and using a Shell factor of <1>. 12. Click again the button to duplicate this layer and rename the created material with <Clay, shell>. Change the Shell factor into <1.5>. Deltares 335 of 416

362 D-SHEET PILING, User Manual Figure 25.5: Soil Materials window for Sand moderate Soil Profiles 13. Open the Profiles window from the Soil menu and define the soil profile shown in Figure 25.1, with the top levels of <Sand, clayey>, <Clay>, <Clay, shell> and <Sand, moderate, shell> at 0 m, -2 m, -3 m and -3.5 m respectively Anchor For this project, an anchor wall type MR-SR in combination with a GEWI bar 16 mm are chosen and represented in Figure Figure 25.6: Soil Materials window for Sand moderate The input parameters for the anchor needed by the program first have to be determined (per running meter) using the data s given in Figure 25.3 and Table 25.5: the Young s modulus is that one of steel: E = kn/m 2 ; the cross sectional area must include the effect of possible corrosion (1.75 mm after 50 year): A = π (( ) /2) 2 = 123 mm 2. Per running meter, the section becomes: A = /2 = m 2 /m. the height of the MR-SR wall is mm. But the wall height as input value in D-SHEET PILING in the vertical projection of the wall height: 336 of 416 Deltares

363 Tutorial 18: Modeling of synthetic wall with anchorage H = cos 35 = 0.26 m; the length is the total length of the anchor system (bar + anchor): L = 6 m mm = 6.44 m; the (representative) yield force F y is determined using the tensile strength f t = 550 N/mm 2 : F y = f t A = = kn. To get the design yield force, a safety factor of 1.4 is applied according to CUR 166 recommendations: F y;d = F y /1.4 = kn. Per running meter, the force becomes: F y;d = kn/2 m = kn/m. 14. Open the Anchors window from the Supports menu. 15. Enter <JLD MR-SR anchor + GEWI d16> as name (Figure 25.7). 16. Specify the anchor parameters as determined above. 17. Click OK to close the window. Figure 25.7: Anchors window To activate the anchor: 18. In the upper box of the Stage Composer, click Anchors and select the anchor <JLD MR- SR anchor + GEWI d16> in the lower box (Figure 25.8). The effect can be directly seen in the Input Diagram window. Figure 25.8: Stage composer to activate the anchor Deltares 337 of 416

364 D-SHEET PILING, User Manual Calculation The verification of the synthetic wall is made according to the Dutch Annex of the Eurocode 7, with safety class RC Select the Start option from the Calculation menu or press the function key F In the Start Calculation window, select the Verify Sheet Piling tab. 21. Choose EC7 NL and then select Partial factors (design values) in all stages (method A). 22. Select <RC 1> as Partial factor set. 23. Click Start to perform the calculation. Figure 25.9: Start Calculation window, Verify Sheet Piling tab Results No error occurred. The charts of the bending moment can be inspected: 24. In the Results menu, click Moment/Force/Displacement Chart. 25. Inspect the results for the available steps (i.e 6.3, 6.4 and 6.5) using the Next step button. For the middle section of the wall (ProLock Omega with 2 wooden piles, the maximum calculated moment (10.0 knm) does not exceed the allowable moment (12.10 knm), likewise for the lowest section of the wall composed of 2 wooden piles per meter (Figure 25.10). 338 of 416 Deltares

365 Tutorial 18: Modeling of synthetic wall with anchorage Figure 25.10: Moment/Force/Displacement Chart window for long term situation - Step The Summary section of the Report window (Figure 25.11) shows that the anchor is elastic in all CUR steps. Figure 25.11: Report window, Summary section for long term situation (Tutorial-18a) Deltares 339 of 416

366 D-SHEET PILING, User Manual 25.3 Design at short term (Tutorial-18b) The design must also be verified at short term situation, where an occasional uniform surcharge can be present at the active side. 27. Save the current project with a new name by clicking Save As in the File menu and by entering <Tutorial-18b> as project name Adapting the properties of the wall The allowable bending moment at short term is higher than at long term, so it must be updated: 28. Open the Sheet Piling window from the Construction menu or click on the Sheet piling icon on the icon bar. 29. In the window displayed, change the Maximum moment for the three parts using the values given in Table Click OK to confirm the input. Figure 25.12: Sheet Piling window at short term (Tutorial-18b) Adding a uniform load For the short term, a uniform surcharge of 5 kpa is present on the right surface: 31. Click Loads in the menu bar and then choose Uniform Loads. 32. In the input window displayed, define a load with the name <Surface load>, with a magnitude of <5 kn/m 2 >. The load is defined as <Permanent> and <Unfavourable> as it is on the active side. 33. Click OK to confirm the input. 34. Activate the Surface load in the Stage Composer by selecting Uniform loads in the upper box and by marking Surface load in the lower box. 340 of 416 Deltares

367 Tutorial 18: Modeling of synthetic wall with anchorage Results The verification calculation at short term can now be performed: 35. Start the calculation by pressing the function key F9 and clicking Start. No error message appears at the end of the calculation. 36. Open the Moment/Force/Displacement Chart window to inspect the results (Figure 25.13): the allowable moment is not exceeded in all calculation steps. Figure 25.13: Moment/Force/Displacement Chart window for short term situation - Step 6.3 In the three sections of the combined wall, the maximum calculated moment does not exceed the allowable moment (Figure 25.13) Conclusion A design calculation at long and short term for an anchored combined wall consisting of a ProLock Omega profile and wooden piles and a JLD anchor has been performed. The maximum calculated bending moments per section do not exceed the allowable moment. The stability of the anchored wall is therefore enough. Deltares 341 of 416

368 D-SHEET PILING, User Manual 342 of 416 Deltares

369 26 Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour This tutorial gives an example of using the Plastic module in D-SHEET PILING for a single pile. In this example the option Pile loaded by soil displacements is used. The objectives of this exercise are: To define the elasto-plastic behavior of cross-section; To define the behavior of the layers for soil displacements calculation; To analyze a single pile that is loaded by soil deformations. For this example, the following modules are needed: D-SHEET PILING Standard module (earth pressure coefficients) Single pile module Plastic module This tutorial is presented in the file Tutorial-19.shi Introduction to the case In this case, calculations will be made for a foundation piles (composed of pre-tensionned concrete piles) below a building. The building is situated near a site where a pond will be digged. It needs to be verified that the maximum moment experienced by the piles after the pond is digged does not exceed the maximum allowable value of xxx knm. Figure 26.1: Horizontal pile loaded by soil deformations caused by pond digging (tutorial 19) The soil displacements at the location of the pile caused by the digging of the pond were calculated using a finite element program. In such case, the output displacements of this FEM analysis are used as User defined displacements in D-SHEET PILING. The modulus of subgrade reaction in the soft layers is also derived from the results of this FEM analysis. Deltares 343 of 416

370 D-SHEET PILING, User Manual Table 26.1: Soil properties (tutorial 19) Port Clay1 Clay2 Clay3 Peat Sand mud Unsat. unit weight [kn/m 3 ] Sat. unit weight [kn/m 3 ] (Drained) Cohesion [kn/m 2 ] Friction angle [deg] Modulus of subgrade reaction [kn/m 3 ] Table 26.2: Horizontal soil displacements after 30 years (tutorial 19) Level [m NAP] Horizontal soil displacements [m] The flexural stiffness of the pre-tensionned concrete pile is based on M-N-Kappa diagrams (Figure 26.2). In those diagrams, four branches are distinguished: Branch 1: the pile is in an uncracked state; Branch 2: the pile cracks in the concrete section; Branch 3: the steel reinforcement is in yielding state; Branch 4: the stress remains constant but strain keeps increasing. Figure 26.2: M-N-Kappa diagrams for cross-sections 1 and 2 (tutorial 19) Two cross-sections of the pile are distinguished: Cross-section 1 for the pile head, see Table 26.3 Cross-section 2 for the rest of the pile, see Table of 416 Deltares

371 Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour Table 26.3: Moment and curvature values of the M-N-Kappa diagram of cross-section 1 (tutorial 19) Point M y [knm] κ [10-3 /m] EI point [knm 2 ] Point Point 1: Concrete starts cracking Point 2: Steel starts yielding Point 3: Start plasticity Table 26.4: Moment and curvature values of the M-N-Kappa diagram of cross-section 2 (tutorial 19) Point M y [knm] κ [10-3 /m] EI point [knm 2 ] Point Point 1: Concrete starts cracking Point 2: Steel starts yielding Point 3: Start plasticity Pile loaded by user defined soil displacements 1. Create a new project and save it with the name <Tutorial-19>. 2. On the menu bar, click Project and then choose Properties to open the Project Properties window. 3. Fill in <Tutorial 19 for D-SHEET PILING >, <Horizontal pile deformation> and <with elastoplastic behaviour> for Title 1, Title 2 and Title 3 respectively in the Identification tab. 4. Select the Single pile model in the Model window from the Project menu. 5. Choose the second option for this model: Pile loaded by soil displacements and the User defined displacements. 6. Unmark the Elastic calculation option in order to perform an elasto-plastic calculation. Figure 26.3: Model window Deltares 345 of 416

372 D-SHEET PILING, User Manual 7. Click OK to close the window Pile To enter the pile data: 8. Open the Pile window from the Construction menu or click on the Pile button on the icon bar. Enter a pile consisting of two elements: 9. For the first element, enter <Head> as Name, a Material type as <User defined>, a Pile top level of <-1.55 m>, a Section bottom level of <-2.05 m> and a Diameter of <35 cm>. 10. Click on Edit moment-curvature diagram to open the Moment-Curvature Diagram (M-N- Kappa) window (Figure 26.4). 11. Enter the moments given in Table 26.3 and use the flexural stiffness per point to calculate the flexural stiffness per branch, see Note below. 12. Mark Symmetric to use the same values in traction and in compression. 13. Click OK to return to the Pile window. 14. Enter a Max. Note: The flexural stiffness given in Table 26.3 and Table 26.4 is a value at a point, but in the Moment-Curvature Diagram (M-N-Kappa) window the flexural stiffness of a branch must be given: EI branch 1 = EI point 1 = knm 2 EI branch 2 = M 2 M 1 = M 2 κ 1 EI point 2 EI branch 3 = M 3 M 2 = M 3 κ 2 EI point = 5999 knm 2 = 2739 knm of 416 Deltares

373 Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour Figure 26.4: Moment-Curvature Diagram (M-N-Kappa) window for cross-section 1 (top) 15. For the second element, enter <Rest> as Name, a Material type as <User defined>, a Section bottom level of <-25.5 m> and a Diameter of <35 cm>. 16. Click on Edit moment-curvature diagram to open the Moment-Curvature Diagram (M-N- Kappa) window (Figure 26.5). 17. Enter the moments given in Table 26.4 and use the flexural stiffness per point to calculate the flexural stiffness per branch (see equations below). 18. Mark Symmetric to use the same values in traction and in compression. 19. Click OK to return to the Pile window. EI branch 1 = EI point 1 = knm 2 EI branch 2 = M 2 M 1 = M 2 κ 1 EI point 2 EI branch 3 = M 3 M 2 = M 3 κ 2 EI point = knm 2 = 4139 knm 2 Deltares 347 of 416

374 D-SHEET PILING, User Manual Figure 26.5: Moment-Curvature Diagram (M-N-Kappa) window for cross-section 2 (bottom) 20. Click OK to return to the Pile window (Figure 26.6). 21. The Allow. elas. charac. moment and the Allow. plas. charac. moment are set equal to Moment point 1 and Plastic moment respectively. Figure 26.6: Pile window 348 of 416 Deltares

375 Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour 26.4 Soil input 22. Open the Surfaces window from the Soil menu, and define a surface at level <-1.55 m>. 23. Open the Soil Materials window from the Soil menu, and define the materials according to Table Figure 26.7: Soil Materials window 24. Open the Soil Profiles window from the Soil menu, and define manually the soil profile as shown in Figure Open the Water Levels window from the Soil menu, and enter a water level of <-2.2 m> Spring Support The pile is at the top horizontally supported. In the calculation, this is modelled by a horizontal spring with a translation stiffness. The measurements show that the building has a displacement of m. The stiffness of the spring is determined in such a way that the displacement of the pile top is equal to the displacement of the building. This happens for a spring stiffness of about 1500 kn/m. 26. Open the Springs Supports window from the Supports menu. 27. Enter a spring support at level <-1.55 m> with a Translation stiffness of <1500> kn/m. Deltares 349 of 416

376 D-SHEET PILING, User Manual Figure 26.8: Spring Supports window 28. Active the spring support in the Stages Composer by selecting it Rigid Support 29. Open the Rigid Supports window from the Supports menu. 30. Enter a rigid support which suppresses the Rotation of the pile at level <-1.55 m> as the pile is at the top completely stuck. Figure 26.9: Rigid Supports window 31. Active the rigid support in the Stages Composer by selecting it. 350 of 416 Deltares

377 Tutorial 19: Horizontal pile deformation with elasto-plastic behaviour 26.7 Soil Displacements 32. Open the Soil Displacements window from the Loads menu. 33. Enter the soil displacements given in Table 26.2 (Figure 26.10). Figure 26.10: Rigid Supports window The Input Diagram window (Figure 26.11) confirms the entered Rigid Supports, Spring Supports and Soil Displacements. Figure 26.11: Input Diagram window Deltares 351 of 416

378 D-SHEET PILING, User Manual 26.8 Results 34. Start a calculation, and note that the pile is stable, as no message is displayed to the contrary. 35. Open the Moment/Force/Displacement Charts window. Figure 26.12: Moment/Force/Displacement Charts window The Moment/Force/Displacement Charts window (Figure 26.12) shows that the maximum moment in the pile is around knm in the Rest section. This is more than the allowable elastic moment (89.1 knm), but less than the allowable plastic moment (186.3 knm), so digging the pond should not cause problems for this pile Conclusion D-SHEET PILING allows the plastic analysis of a single pile. This tutorial shows that the maximum calculated moment can be reached for an elastic analysis, but not for a plastic analysis. 352 of 416 Deltares

379 27 Governing Equation The retaining wall is modeled as an elasto-plastic beam on a foundation of uncoupled springs (representing the soil). D-SHEET PILING applies the assumption of Bernoulli; this means that cross-sections of the beam are assumed to remain straight and perpendicular to the beam axis. The behavior of such a beam can be described by the following differential equation: where: b EI d4 w dx + N d2 w = b f(x, w) 4 (27.1) dx2 w is the horizontal displacement of the beam, in m; f is the total pressure on the beam per running meter, including the reaction of the soil springs, in kn/m; EI is the flexural stiffness of the beam (E= Young s modulus, I= moment of inertia) in knm 2 /m. If a Plastic calculation is performed, the flexural stiffness EI is variable, deduced from the inputted moment-curvature relationship in Figure 4.24; x is the co-ordinate along the axis of the beam, in m; N is the normal force in the beam, in kn; b is the acting width of the beam, in m. D-SHEET PILING solves Equation 27.1 numerically using the finite element method. This means that the wall is divided into a number of sub-sections (called elements) that are connected at the edges. These connections are called nodes. At these nodes, the displacements and rotations of both connected elements are equal, thus creating a continuous beam. D-SHEET PILING automatically defines the position of the nodes. Nodes are always created at: boundaries of soil layers boundaries of water pressures boundaries of wall segments with different properties points with discontinuities (for example, an anchor point). The length of an element never exceeds 1/20 of the total wall length. For an Elastic calculation, each element is further sub-divided into 5 sections. For a Plastic calculation, the number of nodes is multiplied by 5 compare to the Elastic calculation, but the elements are not sub-divided. Displacements, shear forces, bending moments and horizontal water and soil pressures are determined for each boundary of a section. Deltares 353 of 416

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381 28 Lateral Earth Pressure Ratio The lateral earth pressure ratio K is defined as the ratio between the horizontal and vertical effective stresses. K = σ h σ v This ratio depends on the stress state: (28.1) Initial Stress (section 28.1): D-SHEET PILING uses Jáky s formula to determine the lateral stress ratio at initial stress; Yield (section 28.2): D-SHEET PILING uses slip surface theories to determine the lateral stress for active and passive yielding. Passive yielding occurs when the ultimate soil stress under compression is reached. Active yielding occurs when the ultimate soil stress under extension is reached. Surcharge When a surcharge is present, D-SHEET PILING determines an additional lateral pressure ratio, using Boussinesq s formula (see Equation 28.7 in section 28.3), to obtain the neutral earth pressure. The Culmann method is used to determine the active and passive earth pressures At rest earth pressure coefficient D-SHEET PILING determines the neutral coefficient of earth pressure (at rest) for a horizontal soil surface using Jáky formula (Jáky, 1948) for coarse grain: { OCR (1 sin ϕ) for coarse grain K 0 = OCR sin ϕ (1 sin ϕ) for fine grain (28.2) 28.2 Passive and active earth pressures coefficients D-SHEET PILING uses slip surface theories to determine the lateral stress for active and passive yielding. Passive yielding occurs when the ultimate soil stress under compression is reached. Active yielding occurs when the ultimate soil stress under extension is reached. The assumed shape of the slip surface will influence the calculated earth pressure values. Theoretically, straight slip surfaces only occur when wall friction is absent. Since wall friction is always present in reality, actual slip surfaces will always be curved. However, when determining the active lateral earth pressure there is just a minor difference between values based on straight and curved slip surfaces. On the other hand, a passive lateral earth pressure based on a straight slip surface can considerably exaggerate the real value. This is especially true for soils with high friction angles (ϕ). The Müller-Breslau and Culmann methods of determining earth pressure coefficients are based upon straight slip surfaces. Using straight slip surfaces has limitations, as described in the NEN 6740, art (NEN, 2006) and CUR 166 (CUR, 2005). Generally the Müller-Breslau (and Culmann) method is used when the soil s friction angle, phi, is equal or less than 30. The Kötter method is generally used for larger friction angles. The method selected also has an impact on the way the delta friction angle is determined. Suggestions for correlations between the friction angle and the delta friction angle are available in literature. The information in the following sections describes how D-SHEET PILING determines the yield values of the lateral stress ratio for the following methods: Deltares 355 of 416

382 D-SHEET PILING, User Manual section Culmann: straight slip surfaces with arbitrary directions; section Müller-Breslau: straight slip surface, assuming zero weight and horizontal surface; section Kötter: curved slip surface, assuming zero weight and horizontal surface Culmann For non-horizontal soil surfaces, values of the coefficients of active and passive lateral earth pressure (K a and K p ) can be found using Culmann s formulas (Culmann, 1866). B W Q T N T N Q B W Figure 28.1: Lateral earth pressure using Culmann s method The method is based on the equilibrium between the applied surcharge B, the soil weight W, the total force from the sheet piling Q, the normal force N and the shear force T along one straight slip surface, as illustrated below. The Culmann method takes the stratification of soil along the slip surface into account. D-SHEET PILING iteratively determines a slip surface that results in the maximum active pressure and the minimum passive pressure. From this calculated pressure, D-SHEET PILING determines different coefficients in each point from the top to the toe of the sheet pile wall. The slip surfaces resulting in the maximum active pressure and the minimum passive pressure are available in the Slide Planes C, Phi, Delta Calculation window (section 6.7) Müller-Breslau (straight slip surface) The formula of Müller-Breslau (Müller-Breslau, 1906) assumes a straight slip surface with an angle in homogeneous soil: ( π 4 ± ϕ 2 ). D-SHEET PILING uses the following equations, which have been simplified by assuming a vertical sheet pile wall and horizontal ground surface: and K a = K p = ( 1 + ( 1 cos 2 ϕ sin ϕ sin(ϕ+δ) cos δ cos 2 ϕ sin ϕ sin(ϕ+δ) cos δ ) 2 (28.3) ) 2 (28.4) where δ is the angle of wall friction and ϕ is the soil friction angle. 356 of 416 Deltares

383 Lateral Earth Pressure Ratio The validity of Equation 28.4 is limited to the following conditions for sheet pilings with a rough surface: ϕ 30 for rough steel sheet pilings and comparable walls ϕ 35 for rough concrete sheet pilings. Negative δ values cannot be entered. determining K p. D-SHEET PILING will add a negative sign to δ when Kötter (curved slip surfaces) For calculations based on curved slip surfaces, D-SHEET PILING uses formulas based on Kötter s equations (Kötter, 1903). These equations assume the following: an unloaded horizontal soil surface homogeneous soil with a volumetric weight of zero a slip plane consisting of a logarithmic spiral and a straight part. K a = 1 sin ϕ sin (2α + ϕ) (1 + sin ϕ) exp {( π ) } 2 + ϕ + 2α tan ϕ (28.5) with α: cos (2α + ϕ δ) = sin δ sin ϕ K p = 1 sin ϕ sin (2α + ϕ) (1 + sin ϕ) {( π ) } exp 2 + ϕ + 2α tan ϕ (28.6) with α : cos (2α ϕ + δ) = sin δ sin ϕ 28.3 Surcharge according to Boussinesq D-SHEET PILING uses Boussinesq s formula to determine the additional horizontal earth pressures due to the surcharge loads (Boussinesq, 1885). D-SHEET PILING also models a nonhorizontal surface as a horizontal surface with an applied surcharge load. Note: If the distance between the surcharge and the wall exceeds 5 times the height of the wall, D-SHEET PILING does not take the surcharge into account. The formula is based on the principle of superposition. A specific surcharge can therefore be achieved by applying multiple line loads. Since the original formula is valid for a homogeneous, semi-infinite solid, some adaptation is needed in order to include the influence of the sheet pile wall. Therefore, a multiplication factor f is applied to the Boussinesq stress, resulting in the following formula: where: 2P x 2 y σ H = f π (x 2 + y 2 ) 2 (28.7) Deltares 357 of 416

384 D-SHEET PILING, User Manual σ H is the additional horizontal earth pressure due to line load; f is the{ multiplication factor (influence of the sheet pile wall): 1 if xi > L f = 2 x i /L if x i L L is the length of the sheet pile in m; P is the line load in kn/m; x, y are the horizontal and vertical coordinates in m. Note: If K p < K a and/or K 0 < K a, then D-SHEET PILING will calculate new K 0 and/or K p ratios: K p = K a and/or K 0 = K a. The additional horizontal earth pressure due to load q becomes: σ H = KP π [(ϕ 1 ϕ 2 ) + sin ϕ 1 cos ϕ 1 sin ϕ 2 cos ϕ 2 ] (28.8) Figure 28.2: Stress distribution under a load column 358 of 416 Deltares

385 29 Soil Strength and Stiffness D-SHEET PILING uses an elasto-plastic description to model the strength and the stiffness of soil. In an elasto-plastic description, the equivalent stiffness during virgin loading differs from the elastic stiffness during unloading/reloading. The strength and stiffness can be changed between different construction stages Strength When applying the calculation formulas of Müller-Breslau or Kötter, D-SHEET PILING uses the equations below to determine the yield stresses from the active and passive lateral effective earth pressures: σ a = K a σ v 2c K a (29.1) σ p = K p σ v + 2c K p (29.2) with σ v 0 and σ p σ 0 σ a 0. The linear distribution of vertical stress that D-SHEET PILING assumes in order to apply these formulas is only accurate for zero or uniform loads and horizontal surfaces. Wall Friction The values given in Table 29.1 Angle of wall friction values for clay, loam, sand and gravel (acc. to Table 4 of NEN 6740:2006) for the angle of wall friction are prescribed by NEN 6740:2006 (Table 4) for clay, loam, sand and gravel. In the case of peat, the angle of wall friction should be set to zero. Table 29.1: Angle of wall friction values for clay, loam, sand and gravel (acc. to Table 4 of NEN 6740:2006) Wall surface Roughness δ for straight slip surface δ for curved slip surface Very rough > 10 d ϕ ϕ Rough d ϕ 2 ϕ with a maximum of 7.5 Semi-rough d ϕ 0.5 ϕ Smooth < 0.1 d Stiffness The modulus of subgrade reaction, k describes the ratio between an increment of horizontal stress and an increment of sheet pile wall displacement. k = dσ H dw H (29.3) The modulus of subgrade reaction is not a constant value, but actually depends on the depth in the soil and the magnitude of the deformation. Correlation with other data is commonly used (for example, with a cone penetration resistance q c or a Young s modulus). General guidelines on how to determine the modulus of subgrade reaction are contained in Terzaghi (Terzaghi, 1955) and Ménard (Ménard, 1971). For Dutch conditions, additional guidelines are provided in CUR publication 166 (CUR, 2005). Fortunately, the influence of a change in the value of k on the resulting moments, forces and displacements is relatively small, since the effect of k is only to the power of 1/4 (see Equation 27.1 in chapter 27). Deltares 359 of 416

386 D-SHEET PILING, User Manual Unloading in D-SHEET PILING results in elasto-plastic behavior, as shown in Figure 29.1, below. σ h D A σ p σ a C B displacement w Figure 29.1: Elasto-plastic behavior 29.3 Construction Stages In D-SHEET PILING, a calculation may involve several construction stages. From stage to stage soil pressures can change due to excavation, a change in the water table, etc. In such a case, D-SHEET PILING uses the following calculation procedure to determine the soil stress and stiffness. If the vertical stress changes, D-SHEET PILING performs a shift in the diagram that relates the horizontal stress to the displacement. The horizontal stress increment is related to the vertical stress increment by means of σ H = K 0 σ V (see Figure 29.2 below). New horizontal soil pressures acting on the wall (σ h *) are determined on the basis of the new spring characteristics (k*) and the wall displacement from the previous stage (w 0 in the illustration). These new pressures mean that there is no longer equilibrium for the wall displacement w 0. Therefore, new displacements are calculated (based on the new spring characteristics). Note: In Figure 29.2 the new spring (i.e. modulus of subgrade reaction k ) is usually identical to the spring of the previous stage k, except in few cases: When arching occurs, the modulus of subgrade reaction k must be multiplied by the shell factor s. This is done automatically by the program, see Equation 38.3 in section ; When a slope is present, k must be reduced compare to the horizontal situation. This is not done by the program, the user has to determine and enter the new value in the Soil Materials window (section ); When excavation occurs, the modulus of subgrade reaction can be slightly reduced. This is not done by the program. 360 of 416 Deltares

387 Soil Strength and Stiffness horizontal earth pressure σ p σ* h arctan k* σp σ a σ h arctan k σ h = K o σ v σ a W o displacement w Figure 29.2: Shift of horizontal stress values between stages Deltares 361 of 416

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389 30 CPT Interpretation When a soil profile is determined from the results of a CPT, different interpretation rules are available in D-SHEET PILING based on the soil classification of Dutch recommendations or standards (section 30.2). The properties of the materials from those soil classifications are determined using Table 1 of NEN 6740 for the general parameters and using an extrapolation of Table 3.3 of CUR 166 for the secant moduli of subgrade reaction (section 30.3) CPT Filtering Method Before the interpretation rules presented below are applied, a filtering of the CPT data s is performed. The brut CPT data s are first averaged every 3 depth-points to get the average value X mean3. Then the depth is divided into sub-layers of thickness equal to the Minimum layer thickness H min inputted in the Soil Profiles window (section 4.3.4). For each sub-layer, a filtered data X filter equal to the average of the X mean3 contained in the sub-layer. This method is illustrated in Figure A soil material is then deduced from the filtered data using one of the available CPT interpretation rules (section 30.2). Figure 30.1: Schematization of the CPT filtering method 30.2 CPT Interpretation Rules For the CPT interpretation, two different rules can be used in D-SHEET PILING to determine the soil profile from the cone resistance and the friction ratio values: section : CUR rule based on the CUR 162 recommendations; section : NEN (Stress dependent) rule based on the NEN 6740 standard. Moreover, when using the Feasibility module, a different simplest rule is used, called 3-type rule with gravel from NEN (section ), based on a simplification of the interpretation rule prescribed by NEN Deltares 363 of 416

390 D-SHEET PILING, User Manual CPT interpretation acc. CUR 162 The CUR rule is based on the soil classification from CUR 162 recommendations and includes 6 soil material types as shown in Figure Figure 30.2: CPT interpretation according to CUR CPT interpretation acc. NEN 6740 The NEN (Stress dependent) rule is based on the soil classification in Table 1 of the old Dutch standard NEN 6740 (now known as Table 2.b of NEN C1:2012) and includes 14 soil material types as shown in Figure The cone resistance measured by the CPT is adapted to take into account the actual effective stress at the measured depth using the following formula: ( ) q c;nen = q c;meas σ v Figure 30.3: CPT interpretation according to NEN of 416 Deltares

391 CPT Interpretation CPT interpretation for Feasibility module The soil profile displayed in the GeoBrain Drivability Prediction (section 7.3) and Experiences (section 7.4) windows uses a special interpretation rule called the 3-type with gravel from NEN rule. This rule is based on the CUR 166 recommendations and includes 4 soil material types as shown in Figure Figure 30.4: 3-type rule with gravel from NEN 30.3 Soil Materials Properties General soil properties acc. NEN 6740 The general soil parameters automatically filled by D-SHEET PILING are the high representative values prescribed in Table 1 of NEN 6740 (Table 30.1). Deltares 365 of 416

392 D-SHEET PILING, User Manual Table 30.1: General soil parameters from Table 1 of NEN 6740 Material γ unsat γ sat c ϕ [kn/m 3 ] [kn/m 3 ] [kn/m 2 ] [ ] Gravel, slightly silty, loose Gravel, slightly silty, moderate Gravel, slightly silty, stiff Gravel, very silty, loose Gravel, very silty, moderate Gravel, very silty, stiff Sand, clean, loose Sand, clean, moderate Sand, clean, stiff Sand, slightly silty, moderate Sand, very silty, loose Loam, slightly sandy, weak Loam, slightly sandy, moderate Loam, slightly sandy, stiff Loam, very sandy, stiff Clay, clean, weak Clay, clean, moderate Clay, clean, stiff Clay, slightly sandy, weak Clay, slightly sandy, moderate Clay, slightly sandy, stiff Clay, very sandy, stiff Clay, organic, weak Clay, organic, moderate Peat, not preloaded, weak Peat, moderate preloaded, moderate Secant moduli of subgrade reaction acc. CUR 166 The values of the secant modulus of subgrade reaction automatically filled by D-SHEET PILING are extrapolated from Table 3.3 of CUR 166 and given in Table of 416 Deltares

393 CPT Interpretation Table 30.2: Secant moduli of subgrade reaction from Table 3.3 of CUR 166 Material k h;1 k h;2 k h;3 [kn/m 3 ] [kn/m 3 ] [kn/m 3 ] Gravel, slightly silty, loose Gravel, slightly silty, moderate Gravel, slightly silty, stiff Gravel, very silty, loose Gravel, very silty, moderate Gravel, very silty, stiff Sand, clean, loose Sand, clean, moderate Sand, clean, stiff Sand, slightly silty, moderate Sand, very silty, loose Loam, slightly sandy, weak Loam, slightly sandy, moderate Loam, slightly sandy, stiff Loam, very sandy, stiff Clay, clean, weak Clay, clean, moderate Clay, clean, stiff Clay, slightly sandy, weak Clay, slightly sandy, moderate Clay, slightly sandy, stiff Clay, very sandy, stiff Clay, organic, weak Clay, organic, moderate Peat, not preloaded, weak Peat, moderate preloaded, moderate Deltares 367 of 416

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395 31 Allowable Anchor Force D-SHEET PILING checks if the stability of the anchor wall is influenced by the stability of the sheet piling. D-SHEET PILING assumes straight slip planes for this check and uses the Culmann method to determine the active slip plane from the rotation point of the sheet pile wall and the passive plane from the toe of the anchor wall. The rotation point of the sheet pile wall is taken to be the first point above the toe of the wall for which the shear force is zero. If the slip planes intersect, the anchor is treated as a short anchorage (section 31.1) and a slip plane from the rotation point of the sheet piling to the toe of the anchor wall is assumed according to Kranz theory (Kranz, 1953). If the slip planes do not intersect, the anchor is treated as a long anchorage (section 31.2) and the plate is analyzed as a stand-alone anchorage plate. Grout anchors are always considered as a short anchorage Short anchorage For a short anchorage, the active and passive slip planes intersect, as shown in Figure The analysis is therefore performed assuming a deep slide plane between the retaining wall rotation point and the toe of the anchor wall. passive slip plane β L active slip plane E o T H Ec Ea Er θ = arc tan H - T L cos B rotation point Figure 31.1: Stability of anchor wall for a short anchor (Kranz theory) Note: The angle of the active slip plane and the positions of the rotation point in Figure 31.1 are automatically determined by the program. The rotation point is the first point below the excavation level for which the calculated shear force in nil. The equilibrium of the forces from the sheet piling, the anchor plate, the slip plane, the weight of vertical soil slices and the loads lead to the allowable anchor force: where: P = E a (E 0 + E r ) + E c E s (31.1) Deltares 369 of 416

396 D-SHEET PILING, User Manual E a is the active pressure on the sheet pile: E a = 1K 2 a γh 2 2c K a H + K a q H; E 0 is the active pressure on the anchor wall: E o = 1K 2 a γt 2 2c K a T + K a q T ; E r is the horizontal pressure on deep slide plane: E r = L cos β ( γ H+T + q ) tan (θ ϕ); 2 E c is the horizontal cohesive force along the slide plane: E C = c L cos β; E s is the factor due to the anchor inclination: E S = cos beta sin β tan(θ ϕ) K a is the lateral earth pressure ratio at active yielding: K a = 1 sin ϕ 1+sin ϕ γ is the effective soil unit weight, in kn/m 3 ; q is the surface load in kn/m 2 ; H is the distance between the level of the top of the sheet pile wall and the level at which the maximum bending moment occurs. Note: Calculation of the allowable anchor force P is performed for two cases: E a and E r calculated with and without loads, and the minimum is used Long anchor For a long anchorage, the active and passive slip planes do not intersect, as indicated in Figure Ep E0 T H Figure 31.2: Stability of anchor wall for a long anchor The equilibrium of the forces from the sheet piling and the anchor plate lead to the allowable anchor force: where: P = E p E 0 (31.2) E p E 0 K a is the passive pressure on the anchor wall: E p = 1/2K p γt 2 2c K p T + K p qt is the active pressure on the anchor wall: E 0 = 1/2K a γt 2 2c K a T is the lateral earth pressure ratio at active yielding: K a = 1 sin ϕ 1 + sin ϕ 370 of 416 Deltares

397 Allowable Anchor Force K p is the lateral earth pressure ratio at passive yielding: K p = 1 + sin ϕ 1 sin ϕ Note: The applicability of the method for long anchorage is limited to anchor walls where T is smaller than approximately twice the height of the anchor wall. If this is not the case, a warning message will be displayed. Note: Calculation of the allowable anchor force P is performed for two cases: E p calculated with and without loads, and the minimum is used. Moreover, only Surcharge loads (section 4.4.2) are taken into account (not Uniform Loads section 4.4.1). Note: For long anchorage, the anchor force P is also checked for a short anchor (Kranz theory) because it has been noticed that for long anchorage in some cases de Kranz verification can be decisive. Deltares 371 of 416

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399 32 Overall Stability D-SHEET PILING uses the Bishop method with circular slip planes to estimate the overall soil stability (Janbu et al., 1956). A stability analysis according to Bishop assumes a circular slip surface, defined by a center point and a tangent line. D-SHEET PILING uses a grid of trial center points for the center of the slip surface. The initial center points range from 4 m above to 4 m below the top of the sheet piling in the vertical direction, and from 1 m to 7 m from the sheet piling on the passive side in the horizontal direction. The grid spacing is 1 meter in each direction. Twelve trial tangent lines are used, ranging from 1 m below the toe of the sheet piling to half the length of the sheet piling below the toe. D-SHEET PILING iteratively moves the grid of trial center points in the direction of the lowest safety factor. D-SHEET PILING assumes that all uniform loads end at a distance from the wall of 5 times the length of the sheet piling. D-SHEET PILING does not take into account any stability reduction due to an intersection of the slip plane with the anchorage plate. peat peat clay AZ 13 clay sand sand Figure 32.1: Circular slip surface according to Bishop method Optionally an input file and geometry file can be written for further stability analysis with D-GEO STABILITY (formerly known as MStab), see section Cohesion and phi are written as representative values. A non-uniform surcharge from D-SHEET PILING is written to the D-GEO STABILITY input file as a mean value. This may create a small difference between the stability results from D-GEO STABILITY and D-SHEET PILING. Deltares 373 of 416

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401 33 Vertical Force Balance The vertical force balance check checks that the sum of the forces acting downwards on the sheet pile wall does not exceed the resistance of the soil at the toe of the wall. D-SHEET PILING determines the resulting vertical force in the upward direction. Usually a negative value will result, meaning the actual force is acting downward and will be transmitted to the soil at the toe of the sheet piling. D-SHEET PILING considers the following contributions to the vertical force acting on the sheet pile wall: Normal forces acting on the wall; The vertical component of anchor forces multiplied by a factor of 1.1 according to article 9.7.5(a) of NEN (2012) and according to step 9.3 of CUR 166; The resulting force downwards from friction on the active side; The resulting force upwards from friction on the passive side. The dead weight of the sheet piling is neglected. The resulting vertical force by friction is determined by integration along the sheet piling, assuming that the vertical stress is equal to the horizontal stress times the tangent of the wall friction angle δ. D-SHEET PILING cannot determine the vertical forces caused by soil friction in detail, because the required knowledge of the relative vertical displacement history is not produced as a result of D-SHEET PILING analysis. By default D-SHEET PILING uses the safe assumption that friction acts downwards on the active side, and upwards on the passive side (Figure 33.1). This assumption is only useful if the default direction of the friction along the sheet piling is mainly caused by the effect of the excavation itself. This may not be the case when normal force loading also occurs. Figure 33.1: Assumed vertical friction forces The calculated design axial compression load on the (sheet) pile F v is compared to the design value of the base resistance of the (sheet) pile R b;d : If F v R b;d, the vertical force capacity is sufficient If F v > R b;d, the vertical force capacity is not sufficient R b;d = q b;max A b b ξ γ b (33.1) Deltares 375 of 416

402 D-SHEET PILING, User Manual with: R b;d = R b;k γ b according to article (4) of Eurocode 7 (33.2) R b;k = R b;cal ξ according to article (5) of Eurocode 7 (33.3) R b;cal = A b q b;max according to article (5) of Eurocode 7 (33.4) where: ξ R c;k R b;k R s;k ξ 3, ξ 4 q b;max A b b γ b is a correlation factor as defined in article (5) of Eurocode 7 (NEN-EN, 2005). For n = 1, ξ=1.40 acc. to Table A.10 of the general Eurocode 7 (NEN- EN, March 2005) and ξ=1.39 acc. to the Dutch Annex of the Eurocode 7 (NEN, 2012). For n 1, ξ must be derived from R c;k using Equation 33.5 below. is the characteristic compressive resistance of the ground; is the characteristic value of the base resistance; is the characteristic value of the shaft resistance; are correlation factors depending on the number n of CPTs; is the maximum representative point resistance (see below); is the cross-sectional area (unplugged pile only, plugged pile and soil), see below; is the acting width; is the partial factor for the base resistance of the (sheet) pile. If a Verification calculation is performed, the value given in the User Defined Partial Factors window is used but if a Standard calculation (or a Verification calculation with representative values, CUR step 6.5 for example) is performed, a fixed value of 1.2 is used. R c;k = R b;k + R s;k = R b;cal + R s;cal ξ = R c;cal ξ } { (Rc;cal ) = min mean ; (R c;cal) min ξ 3 ξ 4 (33.5) For the calculation of the vertical force capacity of the soil F max, D-SHEET PILING performs this check for the case where plugging does not occur and also where it does (Figure 33.2). In this latter case the area is taken to be the cross-sectional area of the sheet piling plus the area of the plugged soil. However, for the calculation of the resulting vertical force F v in the unplugged case, a wall surface of 1 m 2 /m is used instead of the paint surface (A coat ) in accordance with the CUR 166 recommendations (part 1), leading therefore to the same results for both plugged and unplugged cases. Figure 33.2: Plugged and unplugged sheet piling The maximum point resistance, q b;max is a special average cone resistance, as defined in the 376 of 416 Deltares

403 Vertical Force Balance Dutch annex of the Eurocode NEN-EN :2012 article (e)(NEN, 2012): q b;max = 1 ( ) 2 α qc;i;mean + q c;ii;mean p β s + q c;iii;mean 2 (33.6) where: q c;i;mean q c;ii;mean q c;iii;mean D eq α p β s is the mean cone resistance over trajectory I, that runs from the pile point level to a level that is at least 0.7 times and at most 4 times the equivalent diameter (D eq ) deeper (with this lower depth selected to make q b;max a minimum). If b > 1.5 a, then D eq is equal to a. is the mean cone resistance over trajectory II, starting at the bottom of trajectory I and ending at the pile point, with this value not larger than the previous value in the trajectory; is the mean cone resistance over trajectory III, between the pile point level to a level 8 times the equivalent diameter higher, with this value not larger than the previous value in the trajectory; is the equivalent pile diameter: D eq = 1.13 a b/a where a and b are respectively the smallest and the largest dimensions of the largest cross-section of the pile point; is the pile factor, ranging from 0.5 for some bored piles types to 1.0 for some driven piles; is the pile base shape factor; is the pile base cross-section shape factor. For special exceptions and further definition of factors, see the Dutch Annex of Eurocode 7 citepnen c1:2012. The CUR method allows some modifications to be made should the vertical balance not be met, as described below: If the vertical balance is not met, assuming wall friction upwards on the passive side and downwards on the active side, then the wall begins to move downwards (relative to the soil on both sides of the wall). This means that the friction on the active side will now also be acting upwards. The user can therefore enter a negative value for δ, the wall friction angle, in the bottom layer on the active side only (a new soil type will need to be defined with this new wall friction value, and the active and passive sides will need different profiles). This will have the effect of reversing the friction direction on the side with this negative δ. If the vertical force balance is still not met with this different friction direction in the bottom layer then the friction direction in the second layer up on the active side can also be reversed in the same manner, and so on. Note: The vertical balance cannot be calculated correctly under combined walls. It is not possible to indicate CPT resistances for both toe levels. The calculation only takes into account the lower toe resistance, the upper toe resistance is neglected. Deltares 377 of 416

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405 34 The CUR 166 step-by-step design procedure In general, sheet piling design involves the analysis of all relevant Ultimate Limit States (Failure) and Serviceability Limit States during each stage of construction. The CUR step-by-step procedure described in CUR publication 166 (CUR, 2005) was developed to design a sheet pile wall with a single anchorage, using a semi-probabilistic method. As described below, D-SHEET PILING supports specific parts of the CUR design procedure Semi-probabilistic approach A probabilistic design is based on a particular required safety level that is related to the probability of an occurrence. In this semi-probabilistic approach, variations of soil properties, sheet piling properties, loading and geometry are taken into account by dividing representative values (also called characteristic values) by so-called partial safety factors. A representative value can be a low value, a nominal (average/mean) value or a high value. The low and high values are usually defined as the values that will be exceeded by 5 % of the samples during testing. The values of the partial safety factors are determined by the mechanism being considered, by the variation of the parameter, and by the required safety level. The value of a partial safety factor for a certain parameter is usually indicated by design codes or guidelines. The partial safety factors are determined by the mechanism being considered, by the variation of the parameter, and by the required safety level. The value of a partial safety factor for a certain parameter is usually indicated by design codes or guidelines. The use of representative values in combination with partial factors yields a high and/or low design value for each parameter. Analysis of different combinations of the high and low values of parameters inside a variation study can be used to check whether failure is always prevented or if serviceability is still ensured at the required safety level. Probability of this value occuring 5% 5% low normal high value Figure 34.1: Low, nominal and high representative values The partial safety factors provided in design guidelines are in turn derived from the required values of a reliability index β. The equation below, for example, produces the low design value Deltares 379 of 416

406 D-SHEET PILING, User Manual for a normally distributed parameter X with mean µ and standard deviation σ. X = µ αβσ (34.1) The α in this expression is used as an influence parameter to model the predominance of the parameter in relation to the considered failure mechanism. The CUR design procedure distinguishes the following three safety classes, with corresponding reliability indexes: Class I Class II Class III Relatively simple constructions, no personal safety risks and relatively minor damage in the case of overall failure. β = 2.5 Considerable damage in the case of overall failure; minor personal safety risks. β = 3.4 Major damage in the case of overall failure and/or considerable personal safety risks. β = Support of the CUR 166 step-by-step procedure by D-SHEET PILING In CUR publication 166 (CUR, 2005), the design of a sheet piling with single anchorage is summarized by defining 11 steps. D-SHEET PILING supports particular parts of the following steps: Step 5: Step 6: Determine the minimum length of the sheet piling using a stability analysis (section 5.2.2) including modified soil properties, surface levels and water levels. Modification is performed according to sub-step 6.3 (as described below) Determine the design values for sheet piling dimensions Five combinations of modified soil properties, surface levels and water levels. Those five combinations are referred as sub-steps 6.1, 6.2, 6.3, 6.4 and 6.5.Modified soil properties are calculated by applying partial factors on the input low representative values for cohesion, friction and modulus of subgrade reaction of the soil. Modified ground and water levels are calculated by applying level variations on the input water levels at the active and passive sides and on the input ground level at the passive side. Figure 34.2 to Figure 34.6 gives a schematic representation of the modifications for each sub-steps and Table 34.1gives an overview of the design values for each sub-steps.if safety classes I, II or III are selected, the values of the partial factors and level variations defined in the User Defined Partial Factors window (section 4.1.2) are used. The design values for the Surcharges (section 4.4.2) and Uniform Loads section are calculated using the input partial factor in the corresponding window. Values of partial factors for permanent or temporary loads are prescribed in table 3.7 of (CUR, 2005). Mean values of bending stiffness section and anchor stiffness (section 4.5.1) must be entered. See tables 3.1 and 3.3 of (CUR, 2005) for representative values of soil parameters. D-SHEET PILING offers the Lowest values of the modulus of subgrade reaction according to table 3.3 in section If the Highest values are required the user needs to input them manually, multiplying the Lowest value by 2.25.For a given length of the sheet piling, D-SHEET PILING calculates the maximum moment and the maximum displacement obtained from the five sub-steps. If 100% of the mobilized resistance or if a displacement of 25% of the sheet piling length are reached, the sheet piling is considered to be unstable. 380 of 416 Deltares

407 The CUR 166 step-by-step design procedure Step 7: Step 9: Step 9.7: Step 10: Step 11.1: Step 11.3: Determine the design moment (section 5.2.3) in the sheet piling by performing analysis for the five combinations of Step 6 presented above. The design moment corresponds to the maximum moment determined from the five substeps. Determine the design anchor force (section 5.2.3) by performing analysis for the five combinations of Step 6 presented above using a higher value for the anchor stiffness. This new stiffness is determined using a multiplication factor specified by the user (see the Verify Sheet Piling tab of the Start Calculation window in section 5.2.3) according to the selected safety class. The design anchor force corresponds to the maximum anchor force determined from the five sub-steps. Check vertical force balance (section 6.2) with the simplified assumption of total friction on the active and passive sides. If the vertical balance is not met then reversal of the wall friction force direction in the lower layers is permitted. See chapter 33 for background information. Determine the design displacements (section 5.2.3) from the Serviceability Limit calculation which corresponds to Step 6.5. This means that the input low representative values for the cohesion, friction and modulus of subgrade reaction are used to find the design value, with no modification on the input ground and water levels needed. Check anchor wall stability (section 5.2.4) using the Kranz method. See chapter 31 for background information. Check overall sheet piling stability (section 5.2.5) using the Bishop method. The strength parameter of cohesion and the friction angle phi are divided by 1.5 and 1.2 respectively, for all safety classes (for safety classes see section 34.1). The driving moment is multiplied by 0.9 (class I), 1.0 (class II) or 1.1 (class III) as prescribed in table 3.11 from CUR 166. For background information, see chapter 32. Table 34.1: Design values of soil properties according to Step 6 of the CUR 166 procedure Step Limit k (1) d c d tan ϕ d tan δ d 6.1 ULS k low,rep /γ k c low,rep /γ c tan ϕ low,rep /γ tanϕ tan δ low,rep /γ tanϕ 6.2 ULS k high,rep / 1.0 c low,rep /γ c tan ϕ low,rep /γ tanϕ tan δ low,rep /γ tanϕ 6.3 ULS k low,rep /γ k c low,rep /γ c tan ϕ low,rep /γ tanϕ tan δ low,rep /γ tanϕ 6.4 ULS k high,rep / 1.0 c low,rep /γ c tan ϕ low,rep /γ tanϕ tan δ low,rep /γ tanϕ 6.5 SLS k low,rep c low,rep tan ϕ low,rep tan δ low,rep (1) The high representative value of the modulus of subgrade reaction k high,rep is determined by multiplying the input low representative value k low,rep by Table 34.2: Design values of ground and water levels according to Step 6 of the CUR 166 procedure Step Limit Ground (GL) Water level (WL) Passive side Passive side Active side 6.1 ULS GL rep - GL pas WL rep + WL pas WL rep + WL act 6.2 ULS GL rep - GL pas WL rep + WL pas WL rep + WL act 6.3 ULS GL rep - GL pas WL rep - WL pas WL rep + WL act 6.4 ULS GL rep - GL pas WL rep - WL pas WL rep + WL act 6.5 SLS GL rep WL rep WL rep Deltares 381 of 416

408 D-SHEET PILING, User Manual step 6.1 σ u Figure 34.2: Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.1 of the CUR 166 design procedure step 6.2 σ u Figure 34.3: Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.2 of the CUR 166 design procedure step 6.3 σ u Figure 34.4: Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.3 of the CUR 166 design procedure 382 of 416 Deltares

409 The CUR 166 step-by-step design procedure step 6.4 σ u Figure 34.5: Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.4 of the CUR 166 design procedure step 6.5 σ u Figure 34.6: Schematic representation of the soil stiffness, surface levels and water levels modifications according to step 6.5 of the CUR 166 design procedure step 9.1 σ Figure 34.7: Schematic representation of the anchor stiffness modification according to step 9.1 of the CUR 166 design procedure Note: For steps 6.1 to 6.4, if the water level exceeds the ground level when increased, then it is set equal to the ground level. Deltares 383 of 416

410 D-SHEET PILING, User Manual 34.3 Partial Safety Factors Partial safety factors On all stages (method A) or one stage (method B) The CUR 166 procedure itself does not prescribe whether partial factors on strength and load should be applied to all construction stages, or just to the stage that is checked. Application of partial factors during only one stage can be beneficial, because it allows lower safety factors to be applied during previous stages. D-SHEET PILING supports the application of partial factors to both individual stages (method B) and to all construction stages (method A) (section 34.2). Method A applies the partial factor set to all construction stages. Method B checks all stages as a final stage. Method B assumes low representative values, with no partial factors, for all stages apart from the final stage being checked. The partial factors corresponding to the selected safety class are only applied to the final stage. Using method B allows each stage to be checked (as a final stage) using a different safety class, which can result in a more economical design. Method A, however, gives a more conservative approach and requires less calculation Partial safety factors and Geometry modifications Table 34.3: Partial factors applied to soil parameters according to Table 3.7 of the CUR 166 design procedure Parameter Class I Class II Class III Cohesion γ c Tangent Phi Tangent Delta γ tan ϕ Table 34.4: Level variations according to Table 3.7 of the CUR 166 design procedure Level Class I Class II Class III Surface level (passive side) GL pas Phreatic line (passive side) WL pas Phreatic line (active side) WL act Table 34.5: Partial factors applied to loads according to CUR 166 Load effect Class I Class II Class III Permanent unfavorable Permanent favorable Temporary unfavorable Temporary favorable of 416 Deltares

411 35 Design according to Eurocode 7 D-SHEET PILING allows designing a sheet piling wall according to the European standard Eurocode 7, using either the methods and partial factors prescribed in: section 35.1: The general Eurocode Part 1: General rules (NEN-EN, March 2005); section 35.2: The Dutch annex of the Eurocode 7 (NEN, september 2009) which prescribes the same design procedure as the CUR 166 design procedure (CUR, 2005), except that the default partial factors are different; section 35.3: The Belgian annex of the Eurocode 7 (NBN-EN, january 2011) General Eurocode 7 (EN ) General EC 7 Design approaches According to the General Eurocode 7, four Design Approaches, with different partial factors are defined for the Ultimate Limit State. Design Approach 1, set 1 Design Approach 1, set 2 Design Approach 2 Design Approach 3 The Design Approach used will depend on the choice of the country where the verification is performed/the construction takes place, in order to conform to their design methods. It should be verified that a rupture or excessive deformation will not occur with the appropriate set of partial factors applied General EC 7 Partial factors For the design of the retaining wall, the verification of structural (STR) and geotechnical (GEO) limit states is applied, considering the procedure described in section 2 of Eurocode (NEN-EN, March 2005). The partial factors can be found in Annex A.3 of Eurocode 7: Table A.3 gives the recommended partial factors on actions or on the effects of actions; Table A.4 gives the recommended partial factors for soil parameters; Table A.13 gives the recommended partial resistance factors for retaining structures. For design approaches DA 1 combination 2 and DA 3, the partial factors are applied on the loads whereas for design approaches DA 1 combination 1 and DA 2, the partial factors are applied on the effect of the loads. In this second case, D-SHEET PILING multiplies the calculated moments and shear forces with a factor of 1.35 and applies a partial factor of only 1.1 (= 1.5/1.35) instead of 1.5 to the temporary unfavorable loads. The partial resistance factor γ R;e has an effect on the maximum percentage of mobilized resistance by decreasing it to a limited value of 100%/γ R;e instead of 100%. Deltares 385 of 416

412 D-SHEET PILING, User Manual Table 35.1: Partial factors for retaining structures acc. to the general Eurocode 7 DA 1 DA 1 DA 2 DA 3 set 1 set 2 Partial factors on actions (γ F ) or the effects of actions (γ E ): Permanent, unfavorable γ G;dst Permanent, favorable γ G;stb Temporary, unfavorable γ Q;dst Temporary, favorable γ Q;stb Partial factors on soil parameters (γ M ): Tangent of the angle of shearing resis. γ ϕ Effective cohesion γ c Undrained shear strength γ cu Unconfined strength γ qu Weight density γ γ Partial resistance factors (γ R ): Bearing capacity γ R;v Sliding resistance γ R;h Earth resistance γ R;e General EC 7 Geometrical data Ground surfaces According to Eurocode 7, the level of the resisting soil is lowered below the nominally expected level by an amount a equal to 10% of the distance between the lowest support and the excavation level, limited to a maximum of 0.5 m. Water levels The design input value for the position of the phreatic surfaces and the free water is defined by the user General EC 7 Determination of earth pressures At rest values of earth pressure For the calculation of the neutral earth pressure coefficient, the formula used in D-SHEET PILING (K 0 = (1 sin ϕ) OCR) is the one prescribed in the EuroCode 7. Limiting values of earth pressure According to the general EuroCode 7, the active and passive earth pressure may be calculated using the Culmann method (delta, c, phi soil parameters) as it takes into account the relative movement of the soil and the wall at failure and the corresponding shape of the failure surface. Intermediate values of earth pressure According to the general EuroCode 7, the intermediate values of earth pressure may be calculated using a spring constant method, which is the case in D-SHEET PILING. 386 of 416 Deltares

413 Design according to Eurocode General EC 7 Overall Stability To check that an overall stability failure of the sheet piling will not occur, the verification of structural (STR) and geotechnical (GEO) limit states is applied, considering the procedure described in section 11 of Eurocode (NEN-EN, March 2005). The partial factors can be found in Annex A.3 of Eurocode 7: Table A.3 gives the recommended partial factors on actions or on the effects of actions; Table A.4 gives the recommended partial factors for soil parameters; Table A.14 gives the recommended partial resistance factors for overall stability. Note: D-SHEET PILING is not a program dedicated to overall stability and performs therefore a quick stability check by applying partial factors only on soil parameters. For a complete overall stability check, the user has to divide the calculated resisting moment by γ R;e. Besides, if approaches DA 1,1 or DA 2 are used, the user has to multiply the driving moment (i.e. resulting effect of the actions on the failure surface) by γ E. If approaches DA 1,2 or DA3 are used, the user has to enter a design magnitude for loads. The soil parameters of cohesion and friction angle are divided by the prescribed partial factors. For the unit weight, low and high design values are used (i.e. input representative values are respectively divided and multiplied by the prescribed partial factor. The minimum calculated overall stability factor of both calculations is kept. Table 35.2: Partial factors for overall stability acc. to Eurocode DA 1 DA 1 DA 2 DA 3 set 1 set 2 Partial factors on actions (γ F ) or the effects of actions (γ E ): Permanent, unfavorable γ G;dst Permanent, favorable γ G;stb Temporary, unfavorable γ Q;dst Temporary, favorable γ Q;stb Partial factors on soil parameters (γ M ): Tangent of the angle of shearing resis. γ ϕ Effective cohesion γ c Undrained shear strength γ cu Unconfined strength γ qu Weight density γ γ Partial resistance factors (γ R ): Earth resistance γ R;e The overall sheet piling stability is checked using the Bishop method (chapter 32). According to Eurocode , circular slip surfaces where ground or embankment material is relatively homogeneous and isotropic can be assumed Dutch Annex of the Eurocode 7 (NEN-EN /NB) The Dutch Annex of the Eurocode prescribed the same step-by-step design procedure as in the Dutch recommendations CUR 166 (section 34.2) applying partial factors on either all stages (method A) or only one stage (method B) except that the safety classes, partial safety factors and geometrical modifications are different. Deltares 387 of 416

414 D-SHEET PILING, User Manual Dutch Annex EC 7 Reliability Classes The Dutch Annex of the Eurocode 7 distinguishes the following three reliability classes, with corresponding reliability indexes: Reliability Class 1: Low consequence for loss of human life, and economic, social or environmental consequences small or negligible. β = 3.3 Reliability Class 2: Medium consequence for loss of human life, economic, social or environmental consequences considerable. β = 3.8 Reliability Class 3: High consequence for loss of human life, or economic, social or environmental consequences very great. β = 4.3 Note: Another Reliability Class called RC 0 is also available in D-SHEET PILING (see Figure 4.3 in section ) corresponding to Class I of the CUR procedure (section 34.1) for the design a simple constructions (β = 2.5) Dutch Annex EC 7 Step-by-step procedure The Dutch Annex of Eurocode 7 (NEN, september 2009) prescribed the same step-by-step procedure as the CUR 166 procedure. Refer to section 34.2 for a completed description Dutch Annex EC 7 Partial factors and Geometry modifications The partial factors recommended by the standard NEN (complementary standard to Eurocode 7) (NEN, september 2009) are given in Table 35.3and used as default values in D-SHEET PILING (section 4.1.2). These partial factors apply to loads and material properties. Table 35.3: Partial factors according to the Dutch Annex of Eurocode 7 RC1 RC2 RC3 Partial factors on loads: Permanent, unfavorable Permanent, favorable Temporary, unfavorable Temporary, favorable Partial factors on soil materials: Cohesion Tangent phi and tangent delta Modulus of subgrade reaction The Dutch annex the level of the resisting soil is lowered below the nominally expected level by an amount a equal to 10% of the distance between the lowest support and the excavation level, limited to a maximum of 0.5 m. Table 35.4: Level variations according to the Dutch Annex of Eurocode 7 Parameter RC1 RC2 RC3 Increase retaining height max(10% H; GL pas ) Max. increase retaining height GL pas Change in phreatic line on passive side WL pas Raise in phreatic line on active side WL act of 416 Deltares

415 Design according to Eurocode Dutch Annex EC 7 Overall Stability The prescribed safety factor for soil parameters (Table 32-5) are given in article A.3.2(1)P of NEN /NB. The cohesion and friction angle are divided by the prescribed partial factors. For the unit weight, low and high design values are used (i.e. input representative values are respectively divided and multiplied by the prescribed partial factor. The minimum calculated overall stability factor of both calculations is kept. Table 35.5: Partial factors (for overall stability) on soil parameters acc. to the Dutch Annex of Eurocode 7 Soil parameter Symbol RC1 RC2 RC3 Effective cohesion γ c Friction angle γ ϕ Unit weight γ γ Belgian Annex of the Eurocode 7 (NBN-EN ANB) Belgian Annex EC 7 Limit States In its national annex NBN-EN ANB, Belgium selected Design Approach DA 1 for verification at Ultimate Limit and prescribed partial factors equal to 1 for verification at Serviceability Limit State Belgian Annex EC 7 Partial factors In its national annex NBN-EN ANB, Belgium adopted the recommended partial factors and geometry modifications of Annex A of the general Eurocode 7-1 except for the variable action in set 2 which is reduced to The partial factors can be found in Annex A.3 of the Belgian annex: Table A.3 ANB gives the recommended partial factors on actions or on the effects of actions; Table A.4 ANB gives the recommended partial factors for soil parameters; Table A.13 ANB gives the recommended partial resistance factors for retaining structures. Table 35.6: Partial factors acc. to the Belgian annex NBN-EN ANB Combination 1 Combination 2 Partial factors on actions (γ F ) or the effects of actions (γ E ): Permanent, unfavorable γ G;dst Permanent, favorable γ G;stb 1 1 Temporary, unfavorable γ Q;dst Temporary, favorable γ Q;stb 0 0 Partial factors on soil parameters (γ M ): Tangent phi γ ϕ Effective cohesion γ c Undrained strength γ cu Unit weight γ γ 1 1 Partial resistance factors (γ R ): Bearing capacity γ R;v 1 1 Sliding resistance γ R;h 1 1 Earth resistance γ R;e 1 1 Deltares 389 of 416

416 D-SHEET PILING, User Manual For combination 2, the partial factors are applied on the loads whereas for combination 1, the partial factors are applied on the effect of the loads. In this second case, D-SHEET PILING multiplies the calculated moments and shear forces with a factor of 1.35 and applies a partial factor of only 1.1 (= 1.5/1.35) instead of 1.5 to the temporary unfavorable loads Belgian Annex EC 7 Geometrical data Belgium adopted the recommended geometrical data of the general Eurocode 7-1, as given in section Belgian Annex EC 7 Determination of earth pressures In its national annex, Belgium added an extra article to paragraph regarding cohesive soils: the cohesion of the first meter below the excavation level is limited. A linear increase of the cohesion is assumed from 0% at the excavation level to 100% one meter below that level Belgian Annex EC 7 Overall Stability As the Belgian annex NBN-EN ANB doesn t provide alternative information about overall stability, the design procedure as given in the general Eurocode is used. Refer to section for a detailed description. Concerning the partial factors, Belgium adopted the recommended values of Annex A of the general Eurocode except for the variable action in combination 2 which is reduced to Table 35.7: Partial factors for overall stability acc. to Eurocode Combination 1 Combination 2 Partial factors on actions (γ F ) or the effects of actions (γ E ): Permanent, unfavorable γ G;dst Permanent, favorable γ G;stb 1 1 Temporary, unfavorable γ Q;dst Temporary, favorable γ Q;stb 0 0 Partial factors on soil parameters (γ M ): Tangent of the angle of shearing resistance γ f Effective cohesion γ c Undrained shear strength γ cu Unconfined strength γ qu Weight density γ γ 1 1 Partial resistance factors (γ R ): Earth resistance γ R;e of 416 Deltares

417 36 Initial Stage D-SHEET PILING offers a special option to deal with initially non-horizontal surfaces, or initial surcharges. A previously existing sheet pile wall will deform if a surcharge is later applied or the surface profile altered, whereas if there is a surcharge already present or if the ground surface is not horizontal at the time of installation, the sheet pile wall will not deform until a change is made at a later time. Without the initial stage option When this option is not used, a non-horizontal surface or surcharge in the first stage will cause deformations of the sheet piling. It is assumed that a non-horizontal surface or surcharge on one side of the sheet piling will only cause additional horizontal stresses on that side of the sheet pile wall. loading of sheet pile wall as as result of a non-horizontal surface or a surcharge Figure 36.1: Effect of a surcharge when not using the initial stage σ h.load.left = f h.left σ h.boussinesq.left (36.1) σ h.load.right = f h.left σ h.boussinesq.right (36.2) The stress following from the Boussinesq assumption is multiplied by a factor f to account for the existence of the sheet piling, see section With the initial stage option When the initial stage option is used, D-SHEET PILING simply assumes that the initial stress contribution resulting from a non-horizontal surface or an initial surcharge is transferred to both sides of the sheet piling, see Equation loading of left hand side of sheet pile wall as the result of a non-horizontal surface or a surcharge loading of left hand side of sheet pile wall as the result of a non-horizontal surface or a surcharge Figure 36.2: Effect of a surcharge when using the initial stage option Deltares 391 of 416

418 D-SHEET PILING, User Manual σ h.load.left = σ h.load.right = σ h.boussinesq.left + σ h.boussinesq.right (36.3) The neutral stress changes when the initial stage option is used, whilst the active and passive yield stresses remain the same as when the initial stress option is not used. This is illustrated in Figure 36.3 below. same side as surcharge side without surcharge horizontal stress σ p horizontal stress σp σ a σ n without initial with initial σ a σ n with initial without initial displacement displacement Figure 36.3: Soil stresses on both sides of the sheet pile wall, with and without the initial stage option being used On both sides of the sheet piling, the same value of initial neutral horizontal stress will result, as long as the theoretical neutral stress is within the yield limits (σ a < σ n < σ p ). If this condition can not be satisfied on a certain side however, the neutral stress will be set equal to the yield limit, and deformation of the sheet piling will occur. The load correction by the initial option remains active during all following stages, as long as the soil is not excavated. See Equation 36.4 and Equation σ h.correction.left = (1 f h.left ) σ h.boussinesq.left + σ h.boussinesq.right (36.4) σ h.correction.right = (1 f h.right ) σ h.boussinesq.right + σ h.boussinesq.left (36.5) 392 of 416 Deltares

419 37 Analysis of Single Piles D-SHEET PILING s single pile module calculates the bending moment and deformation of a single pile, due to lateral deformations of the soil or due to discrete forces and moments applied to the pile itself. The solution method for single piles used by D-SHEET PILING is the same as the solution method for a sheet pile wall chapter 27 although some changes have been made to account for the differences between a long wall and a single pile (where arching occurs) Loading by soil deformations When surcharges are applied to a soil surface (for example, when creating a dam or when making excavations), there will be both vertical and horizontal movements of the soil. If piles are present, these soil displacements will cause pressure against the piles. This results in additional bending moments and displacements to those generated by the loads at the pile head. Since piles are usually only designed for axial loading, these lateral loads could quite easily become a critical factor in the design. To calculate the effect of soil displacements on a pile, the following steps should be performed: Determine the soil displacements which would exist at the location of interest, where the pile not presents, using one of both options: Calculated soil displacements by D-SHEET PILING using the De Leeuw tables (section ); User defined soil displacements calculated from an other program, for example a finite element program; Use D-SHEET PILING to determine the displacements, moments and forces in the pile as a result of these input undisturbed soil displacements (section ) Calculation of the soil displacements using the De Leeuw method Principles of De Leeuw method The De Leeuw method (De Leeuw, 1963) estimates the horizontal displacements based on an elastic solution for a single elastic incompressible layer, characterized by the Young s modulus E, and loaded by a uniform load with a certain width. The solution assumes that the horizontal deformations of the elastic layer are always constrained at the bottom by a stiff foundation layer. Optionally the deformations can also be constrained by a stiff layer at the top. The method considers the following two situations (Figure 37.1): I: elastic layer on a rigid base; II: elastic layer on a rigid base with a stiff layer on top. Deltares 393 of 416

420 D-SHEET PILING, User Manual Figure 37.1: Situations considered by De Leeuw method Note: In case of an inputted embankment load, D-SHEET PILING schematizes it as an equivalent uniform load with a certain width as illustrated in Figure Figure 37.2: Non-uniform load schematized as a uniform load Limitations The method has the following limitations: As Poisson ratio ν = 0.5 is used (i.e. incompressible layer), this gives the elastic response of the soil in an undrained situation, so in fact directly after applying the load; additional horizontal deformations due to consolidation are not accounted for; The thickness of the stiff top layer is not taken into account. The horizontal distance of the pile to the boundaries of the surcharge load is limited to 6 times the thickness of the elastic layer. Elasticity modulus The Young s modulus of the elastic layer can either be directly prescribed by the user or automatically estimated by D-SHEET PILING from the average unit weight γ of the elastic layers. D-SHEET PILING determines the average unit weight γ avg of several soft layers using the following formula: n γ i h i i=1 γ avg = (37.1) H where: 394 of 416 Deltares

421 Analysis of Single Piles γ i is the unit weight of elastic layer i; n is the number of elastic layers; h i is the thickness of elastic layer i; H is the total thickness of the elastic layers. The elasticity modulus is then derived from the dry unit weight by linear interpolation in the table below, according to De Leeuw & Timmermans. Table 37.1: E-modulus vs. unit weight (De Leeuw & Timmermans) γ [kn/m 3 ] E [kn/m 2 ] Modulus of subgrade reaction The modulus of subgrade reaction can either be directly prescribed by the user or automatically estimated by D-SHEET PILING using the following formula: k = σ h u h (37.2) where: σ h u h is the effective horizontal stress against a not-moving pile: In the foundation layer: σ h = 0; In the elastic layer, σ h is calculated with De Leeuw tables (De Leeuw, 1963); If a stiff layer is present, σ h = 0 in the stiff layer and surface. is the horizontal soil displacement calculated with De Leeuw tables (De Leeuw, 1963) Determination of the displacements, moments and forces in the pile D-SHEET PILING determines the displacements and forces in the pile by assuming that the soil reaction is caused by the difference between the pile displacements and soil displacements if the pile were not present (Figure 37.3). Figure 37.3: Lateral earth pressure and pile deformation by soil deformation Deltares 395 of 416

422 D-SHEET PILING, User Manual D-SHEET PILING does not consider geometrical non-linearity while the prescribed soil displacements are being applied. A normal force (such as the weight of a building supported by the pile) will therefore not affect the bending moment during analysis of prescribed displacements. Soil reaction D-SHEET PILING uses Equation 29.1 and Equation 29.2 to determine the active and passive lateral pressures from the input of the lateral earth pressure coefficients. The soil stiffness is determined from the input of the modulus of subgrade reaction. When performing single pile calculations based upon soil displacements the user needs to take the effect of arching into account by suitable modification of the earth pressure coefficients. K a and K 0 are usually modeled as zero, whilst K p needs to be determined specially: In soil layers with soil displacements a calculation has to be made for the situation without a pile. This calculation gives the soil displacements, U, and change in soil pressure ( σ) on the location of the pile. The horizontal subgrade modulus can then be calculated in this way: K hor = s 2 σ/u. In this formula s is the shell factor (in soft layers mostly 1.5). Alternatively, the passive earth pressure coefficient, K p can be calculated automatically by selecting the Brinch-Hansen method (see section ) in which case K a and K 0 will be set to zero. When calculating for piles loaded by soil displacements, the results of the calculation are highly influenced by the soil displacements and the value of the horizontal subgrade modulus in the displacing soil layers Loading by forces and moments For a single pile loaded by forces, D-SHEET PILING offers the following alternatives for the direct input of the soil strength and stiffness by forces Brinch-Hansen D-SHEET PILING uses Equation 37.3 to determine the passive pressure against the pile according to Brinch-Hansen (Brinch-Hansen and Christensen, 1961). σ p = K q σ v + K c c, σ a = 0, σ n = 0 (37.3) K q and K c are factors of Brinch-Hansen for piles: K q = K 0 q + K q α q D B 1 + α q D B (37.4) K c = K 0 c + K c α c D B 1 + α c D B (37.5) 396 of 416 Deltares

423 Analysis of Single Piles where: Kq 0 = e ( ( π 2 π +ϕ) tan ϕ cos ϕ tan 4 + ϕ ) ( e ( π 2 π +ϕ) tan ϕ cos ϕ tan 2 4 ϕ ) [ 2 Kc 0 = e ( ( π 2 π +ϕ) tan ϕ cos ϕ tan 4 + ϕ ) ] 1 cot ϕ 2 K q = K c K 0 tan ϕ Kc = N c d c d c = tan 4 ϕ [ ( π N c = e π tan ϕ tan ϕ ) 2 K 0 = 1 sin ϕ for OCR = 1 α q = α c = K 0 q Kq Kc 0 Kc K 0 sin ϕ Kq 0 sin ( π + ) ϕ 4 2 ( π 2 sin Kc ϕ ) 2 ] 1 cot ϕ D is the average depth at the middle of the layer [m]. By identification with the usual formula for the calculation of the passive earth pressure σ p = K p σ v + 2c K p, it can be deduced: K p = K q Passive earth pressure coefficient [-] c = c K c 2 K q Adapted cohesion [kn/m 2 ] This method automatically takes the effect of arching into account. As the pressure is a function of depth, the same soil material cannot be used in D-SHEET PILING at different depths. Instead, if the same soil type occurs at different depths then a copy of the soil type needs to be made for each instance of the soil type. It is also recommended that thick layers are split into two or more layers for better representation of the change in passive pressure with depth Ménard D-SHEET PILING uses Equation 37.6 to determine the modulus of subgrade reaction according to Ménard (Ménard, 1971). This method automatically takes the effect of arching into account. { [ ( ) α ] 1 1 3E = m 1.3R R r 0 + αr if R R 0 (37.6) k h if R < R 0 where: k h 2R E m 4(2.65)α +3α 18 is the modulus of horizontal subgrade reaction; E m is the pressiometric modulus, in kn/m 2. R 0 is a constant: R 0 = 0.3 m. R is half width of the pile, in m; α is the rheological coefficient depending on the kind of the soil and the soil conditions. In Table 37.3 some general values are presented. D-SHEET PILING uses the values of normally consolidated soil. Deltares 397 of 416

424 D-SHEET PILING, User Manual Table 37.3: Values of the rheological coefficient α Peat Clay Loam Sand Gravel Over consolidated - 1 2/3 1/2 1/3 Normally consolidated 1 2/3 1/2 1/3 1/4 Decomposed, weathered - 1/2 1/2 1/3 1/4 The following correlation between E m and q c (cone resistance) can be used: Peat: E m = (3-4) q c Clay: E m = (2-3) q c Loam: E m = (1-2) q c Sand: E m = (0.7-1) q c Gravel: E m = ( ) q c 398 of 416 Deltares

425 38 Special Cases D-SHEET PILING can be used to make calculations for a number of situations that deviate from standard daily practice Combination with piles In the case of combinations of long piles with shorter sheet piling elements, the acting width can be used to influence the soil pressures and other loads that act on the upper (long piles and sheet piling) and lower (long piles only) parts of the wall. Using the acting width allows direct output of the discrete bending moments in the piles. For the part with only piles, the soil reaction data must be modified in order to model arching Acting width Berlin Walls. Berlin Walls are a combination of I-shaped piles, with horizontal planks inserted in the upper part. If the bending stiffness of the planks is negligible then direct output of the true bending moment of each pile can be produced. The Combined Wall wizard (section 4.2.2) automatically converts the wall into the appropriate D-SHEET PILING model. For example, if the piles of a Berlin wall are positioned 3 m center-to-center and the width of the flange is 0.4 m, for the upper part an acting width of b = 3 m is used and the stiffness of a pile is divided by 3: EI = EI pile /3. For the lower part with only piles, the width of the soil that acts on a single pile is b = 0.4, the stiffness is divided to give EI = EI pile /0.4. Combined walls. The Combined Wall wizard (section 4.2.2) automatically converts a combined wall, which is made from a combination of regular sheet piling parts with tubular piles, into the appropriate D-SHEET PILING model. For instance, for piles positioned 3 m center-to-center, with an outer diameter of 0.8 m with the sheet piling parts contributing to the bending stiffness: For the upper part, an acting width of b = 3 m is used, and the stiffness of the section is divided by 3: EI = EI section /3. For the lower part with only piles, the acting width is b = 0.8 m and the pile stiffness is again by the acting width: EI = EI pile / Modified soil reaction The equivalent width of the soil that will react if pile displacement occurs is usually larger than the pile width, as a result of arching. Guidelines for the determination of the discrete active and passive soil reaction on piles are given for example by Brinch-Hansen (Brinch-Hansen and Christensen, 1961). A simplified way to deal with the effects of arching is, given a certain pile width b pile, to assume an equivalent soil width b eq. Then the passive lateral earth pressure coefficient and the modulus of subgrade reaction per running meter should be multiplied by the shell factor b eq b pile, and active lateral earth pressure coefficient should be divided by this factor (Figure 38.1). Deltares 399 of 416

426 D-SHEET PILING, User Manual σ p = K* p σ v k* k σ p = K p σ v σ a = K a σ v σ a = K* a σ v Figure 38.1: Soil reaction The resulting equations for the soil pressure (per unit area) are: s = b eq b pile (38.1) K p = s K p (38.2) k = s k K a = K a s (38.3) (38.4) The shell factor s is a user defined input value in the Soil Materials window (see section 4.3.2). D-SHEET PILING modifies automatically the passive and active earth pressure coefficients K p and K a according to Equation 38.2 and Equation 38.4 respectively and the modulus of subgrade reaction according to Equation Tutorial 10 (chapter 16) gives an example of the application of this method. Note: The vertical balance cannot be calculated correctly under combined walls. It is not possible to indicate CPT resistances for both toe levels. The calculation only takes into account the lower toe resistance, the upper toe resistance is neglected Surcharge with limited size parallel to the sheet piling D-SHEET PILING assumes that a surcharge will act until infinity in the direction parallel to the sheet piling. In practice, there will be situations in which the size of the surcharge is limited in the direction parallel to the sheet piling. There are various approximation methods available which take account of the load distribution. The method outlined below is very common. 400 of 416 Deltares

427 Special Cases Simple load (constant dimensions in both directions) sheet piling q' = q 1 1+2d load l + 2d d l surface level 45 o b sheet piling Figure 38.2: Load distribution The influence of a top load q (with constant dimensions b l) on the sheet pile wall can be calculated in the following way: The top load is assumed to be distributed over an angle of 45 from the front of the load (see Figure 38.2, left). This produces the following load formula: q = l l + 2d q (38.5) The load q calculated in this way is then entered as being applied over the distance between d and d + b behind the wall (see Figure 38.2, right). The influence of this load can now be calculated using D-SHEET PILING. Deltares 401 of 416

428 D-SHEET PILING, User Manual Complex load If the dimensions of the top load in both directions are not constant, the load can be divided into n sub-loads with constant dimensions. The formula for the calculated load is given in Figure Load distribution should always be assumed to start from the side that is closest to the sheet pile wall. sheet piling load q d 1 d 2 l 3 l 2 l 1 d3 q' n = q l n l n + 2d n q' 1 q' 2 q' 3 Figure 38.3: Calculated load (bottom) for a load shape that is not constant (top) This method can also be used if the load in the direction perpendicular to the wall is indeed constant, but it extends so far away from the wall that division into a number of sub-loads is more economical. It must always be assumed that load distribution starts from the side that is closest to the sheet piling. See chapter 18 for a tutorial example of the application of this method Modeling concrete under water Concrete is often used at the base of a pit excavation. The concrete helps to keep the pit dry (once existing water has been removed from the pit) and it can also function as strutting between the walls enclosing the pit excavation. The presence of this impermeable layer of concrete maintains the water level below it. However, if the water table on the other side of the sheet pile wall is higher than the floor of the pit then the water pressures on the excavated side will not start at zero at the water level, and the floor will experience uplift. The concrete floor will need to be piled in order to resist this 402 of 416 Deltares

429 Special Cases uplift force. These effects can be modeled in different ways. One of the methods is described below, and consists of the following steps: The underwater concrete is modeled as a soil layer. This means that the concrete is considered as a system of vertically unlinked elasto-plastic springs, in the same way as other soil layers. Fixed values should be used for the characteristics of the soil layer. The water pressure against the bottom of the underwater concrete can be modeled in the following way: The soil water table is set at the level of the bottom of the concrete floor. A uniform load acting on the top of the concrete layer is entered, with a size equal to the direct water pressure under the floor. This load represents the forces acting on the floor from the floor s piles. For all soil layers under the floor, an excess pore water pressure is entered which is the same as the top load. This causes the water pressure distribution to be correct. γ d = γ n = 0 is used for the concrete, assuming that the uplift forces on the floor and the weight of the floor are transmitted to piles and therefore do not act on the soil layer directly below the concrete. See chapter 13 for a detailed tutorial example of the application of this method Difference in pressure heads on both sides of the sheet pile wall In addition to a soil-retaining function, sheet pile walls also often have a water-retaining function. In this case, the water pressure on both sides of the sheet piling will be different. The difference in water pressure gives rise to a water flow under the toe of the sheet piling. This flow affects the pressure against the sheet piling in two ways: The water flow changes the water pressure that is directed immediately against the wall. Because of this, the pressure on the side of the wall with the highest water pressure will decrease, while the pressure on the other side will increase. At the toe of the wall, the pressure difference is zero. Due to the change in the water pressures, the effective stress in the soil mass around the wall also changes. This will cause the effective stress against both sides of the wall to change. Deltares 403 of 416

430 D-SHEET PILING, User Manual sheet piling p 2 - p 1 d 2 d 1 hydrostatic pressure w 1 w 2 hydrostatic pressure p 1 p 2 Figure 38.4: Water pressure on both sides of sheet piling In general, the approximation methods described below will be sufficient. For cases with a major difference in water pressure, or for very critical cases, a flow calculation should be performed using a specialized flow program, such as Deltares Systems MSeep. Approximation method for sheet pile wall in homogenous soil For homogenous soil, the following method can be used (in accordance with EAU 1990, article , page 65): A pore water under-pressure is entered on the side with the highest pressure: 0.7 h w = d 2 + Y 2 (38.6) d 1 d 2 On the other side, an excess pore water pressure is entered in accordance with: 0.7 h w = + d 1 + Y 1 (38.7) d 1 d 2 where: h d 1, d 2 Y 1, Y 2 is the maximum pressure difference; is the thickness of soil through which the water flows on low/high side; is the distance from water table on low/high side to toe of wall. It should be noted that when using this method, a minor difference in water pressure remains at the toe. 404 of 416 Deltares

431 Special Cases Approximation method for sheet pile wall in stratified soil When the soil structure is stratified, the pressure head differences mostly occur over the layers that have low permeability. The flow resistance of the relatively permeable layers is negligible. The jump in pore water pressure over layer i can be calculated using the following formula: where: w i = h γ w d i k i 1 di k i (38.8) d i is the layer thickness in m; k i is the permeability of the layer in m/s; h is the difference in phreatic levels. Figure 38.5 is a diagram of the pressure in a stratified soil, as calculated using the equation given above. h d 1, k 1 hydrostatic pressure d 3, k 3 d 2, k 2 flow Figure 38.5: Pressure diagram See chapter 17 for a tutorial example of the application of this method Stiffness of particular sheet pile walls Contiguous bored-pile wall The contiguous bored-pile wall is either tangent to the adjacent pile (Figure 38.6) or spaced incrementally greater than the pile diameter (Figure 38.7). In the case where the pile is spaced to provide a gap, the soil must be suitable so as not to slough during excavation of the structure. The gaps are eventually grouted to provide a water barrier. Figure 38.6: Tangent bored-pile wall Deltares 405 of 416

432 D-SHEET PILING, User Manual Figure 38.7: Spaced bored-pile wall A contiguous bored-pile wall can be modeled in D-SHEET PILING by inputting an equivalent stiffness of: EI = πd4 64 d E pile (38.9) For tangent bored-pile wall for which D = d, Equation 38.9 becomes: EI = πd3 64 E pile (38.10) Secant bored-pile wall Secant bored-pile walls are formed by constructing intersecting concrete piles (Figure 38.8). Figure 38.8: Secant bored-pile wall They can be modeled in D-SHEET PILING by inputting an equivalent stiffness of: EI = D4 384 d (6π sin 4θ + 8 sin 2θ 12θ) E pile (38.11) and an equivalent section of: S = D2 (π + sin 2θ 2θ) (38.12) 4 d with: θ = arccos (d/d) Pile walls with reinforced concrete piles In contiguous or secant bored-piles walls, the piles can be reinforced with either steel rebar or with steel beams and are constructed by either drilling under mud or augering. In case of reinforced concrete piles, Equation 38.9 and Equation given above must be adapted to take the reinforcement effect into account. 406 of 416 Deltares

433 Special Cases For tangent pile wall: EI = πd3 64 E concrete + I steel (E steel E concrete ) (38.13) For spaced pile wall: EI = 1 [ ] πd 4 d 64 E concrete + I steel (E steel E concrete ) (38.14) For secant bored-pile wall: where: EI = πd4 384 d (6π sin 4θ + 8 sin 2θ 12θ) E concrete + I steel (E steel E concrete ) (38.15) E concrete E steel I steel is the elastic modulus of the concrete in kpa; is the elastic modulus of the steel in kpa; is the inertia of the steel section in m 4 /m. Deltares 407 of 416

434 D-SHEET PILING, User Manual 408 of 416 Deltares

435 39 Settlements by vibration 39.1 Model description Settlements due to vibratory installation and removal of sheet piles are mainly caused by densification of the sand and by installation or removal of a sheet pile volume. The model implemented in D-SHEET PILING is based on the model developed by Meijers (Meijers and Tol, Juli 2010) (Meijers, december 2007). This model calculates the densification and excess pore pressures during the installation and removal of the sheet pile. The densification or generation of excess pore pressures is calculated from the shear strain amplitude and the number of loading cycles. The used model is the so called C/L model. The propagation of vibrations is calculated using a stress attenuation formulation. Dissipation of excess pore pressures is calculated with a standard consolidation equation with both vertical and radial dissipation. For a more detailed description of the modeling reference is made to the literature (Meijers and Tol, Juli 2010) (Meijers, december 2007). For the calculation of the densification an axial symmetric geometry is used. The dimensions are among others determined by the cross section area The program calculates the situation for installation of the sheet piles. For the situation of removal it is taken that the densification at the not-excavated site amounts 20% of the densification during installation. With this the settlements during removal and the total settlement are calculated. The used expressions are: Installation: z (r) = z densification (r) z sheet volume (r) Removal: z (r) = 0.2 z densification (r) z sheet volume (r) Total (installation + removal): z (r) = 1.2 z densification Please be aware that for the excavated and back-filled site the settlements during removal are not predicted with the present implementation of the model Parameters The model uses a large number of parameters. In the implementation in D-SHEET PILING, one part of them is fixed parameters whereas the other part is user-defined parameters. The user-defined parameters are: Soil layer type, Relative density; Permeability; Ground water level; Ground level, defined in the Surface Level window; The tip level of the sheet pile. The other soil parameters are derived from a correlation with the relative density. The fixed parameters are: Frequency of the vibrator: f = 38 Hz; Deltares 409 of 416

436 D-SHEET PILING, User Manual Installation speed 2 m/min (in this parameters also the effect of multiple sheet piles on the densification is accounted for); Minimum and maximum porosity (n min = 0.33 and n max = 0.45); Ratio angle of interface friction and angle of internal friction (δ/ϕ = 1 is used); Parameter for the stress attenuation with distance (n = -1 is used). 410 of 416 Deltares

437 40 Benchmarks Deltares Systems commitment to quality control and quality assurance has led them to develop a formal and extensive procedure to verify the correct working of all of their geotechnical engineering tools. An extensive range of benchmark checks have been developed to check the correct functioning of each tool. During product development these checks are run on a regular basis to verify the improved product. These benchmark checks are provided in the following sections, to allow the user to overview the checking procedure and verify for themselves the correct functioning of D-SHEET PILING. The benchmarks are subdivided into five separate groups as described below. Group 1 Benchmarks from literature (exact solution) Simple benchmarks for which an exact analytical result is available from literature. Group 2 Benchmarks from literature (approximate solution) More complex benchmarks described in literature for which an approximate solution is known. Group 3 Benchmarks from spread sheets Benchmarks which test program features specific to D-SHEET PILING. Group 4 Benchmarks generated by D-SHEET PILING Benchmarks for which the reference results are generated using D-SHEET PILING. Group 5 Benchmarks compared with other programs Benchmarks for which the results of D-SHEET PILING are compared with the results of other programs. The number of benchmarks in group 1 will probably remain the same in the future. The reason for this is that they are very simple, using only the most basic features of the program. The number of benchmarks in group 2 may grow in the future. The benchmarks in this chapter are well documented in literature. There are no exact solutions available for these problems, however in the literature estimated results are available. When verifying the program, the results should be close to the results found in the literature. The number of benchmarks in groups 3, 4 and 5 will grow as new versions of the program are released. These benchmarks are designed so that (new) features specific to the program can be verified. The benchmarks are kept as simple as possible so that only one specific feature is verified from one benchmark to the next. As much as software developers would wish they could, it is impossible to prove the correctness of any non-trivial program. Re-calculating all the benchmarks in this report, and making sure the results are as they should be, proves to some degree that the program works as it should. Nevertheless, there will always be combinations of input values that will cause the program to crash or to produce wrong results. Hopefully by using the verification procedure the number of ways this can occur will be limited. The benchmarks are all described in detail in the Verification Report available in the installation directory of the program. The input files can be found on CD-ROM or can be downloaded from our website: Deltares 411 of 416

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439 Bibliography Boussinesq, J., Application des Potentiels á l Etude de l Equilibre et du Mouvement des Solides Elastiques. Gauthier-Villars, Paris. Brinch-Hansen, J. and N. H. Christensen, The Ultimate Resistance of Rigid Piles Against Transversal Forces. Brinch-Hansen, J. and Christensen, N.H.; The Ultimate Resistance of Rigid Piles Against Transversal Forces, Bulletin no. 12 of the Geoteknisk Institut, Culmann, K., Die Graphische Statik. Zürich. CUR, Publikatie 166: Damwanconstructies. 4e druk (Design Guide Sheet Piling, in Dutch). De Leeuw, E. H., Tabellen ter bepaling van horizontale spanningen en verplaatsingen in een homogene elastische laag van eindige dikte. Laboratorium voor Grondmechanica, Delft (The Netherlands). SE-58-IX-b. DINO. URL database (Data en Informatie van de Nederlandse Ondergrond), Data and Information of the Subsurface of The Netherlands. GeoBrain. URL database. Harderwijk and NVAF/PSW, Schadevrij installeren van stalen damwand in Nederland.. Jáky, J., Minimum value of earth pressure. Proc. 2nd Int. Conf. Soil Mech. Found. Eng. I, Rotterdam. Janbu, N., L. Bjerrum and B. Kjaernsli, Veiledning ved løsing av fundamenteringsoppgaver (Soil mechanics applied to some engineering problems). Norwegian Geotechnical Institute Publ. 16. Oslo. Kötter, F., Die Bestimmung des Druckes an gekrümmten Gleitflächen. Sitzungsbericht Kön. Preu. Ak. d. Wissenschaften, Berlin. Kranz, E., Über die Verankerung von Spundwänden. Verlag Wilhelm Ernst & Sohn. Meijers, P., december Settlement during vibratory sheet piling Dissertatie TU Delft.. Meijers, P. and A. F. v. Tol, Juli Voorspelling maaiveldzakking door het in en uittrillen van damwanden. GEOtechniek pages Ménard, L., Méthode générale de calcul d'un rideau ou d'un pieu sollicité horizontalement en fonction des résultats pressiomètriques. Sols-soils VI: Ménard, L., Et. Al. Müller-Breslau, H., Erddruck auf Stützmauern. Verlag Kröner, Stuttgart. NBN-EN, january NBN-EN ANB:2011 Ontw (Belgian Design Code). Eurocode 7: Geotechnisch ontwerp Deel 1: Algemne regels (National Annex of Eurocode 7: Geotechnical design Part 1: General rules), 1st edition, Draft. NEN, NEN 6740:2006. Geotechniek - TGB Basiseisen en belastingen (Geotechnics - TGB Basic requirements and loads), in Dutch. NEN, NEN C1:2012 (nl). Geotechnisch ontwerp van constructies - Deel 1: Algemene regels (Geotechnical design of structures - Part 1: General rules), in Dutch. Deltares 413 of 416

440 D-SHEET PILING, User Manual NEN, september NEN :2009 Ontw (Dutch Design Code). Geotechnisch ontwerp van constructies - Samenstelling van NEN-EN , NEN-EN /NB Nationale bijlage en NEN Aanvullingsnorm bij NEN-EN (Geotechnical design of structures - Composition of NEN-EN and NEN-EN /NB national annex and NEN complementary standard to NEN-EN ), Draft. NEN-EN, NEN-EN :2005. Eurocode 7: Geotechnisch ontwerp Ű Deel 1: Algemene regels (Eurocode 7 - Geotechnical design, Part 1: General rules), in Dutch. NEN-EN, March NEN-EN :2005 (Dutch Design Code). Eurocode 7: Geotechnisch ontwerp Deel 1: Algemne regels (Eurocode 7 - Geotechnical design, Part 1: General rules). SB260, Standaardbestek 260 voor Kunstwerken en Waterbouw versie 1.0. URL standaardbestek-260-voor-kunstwerken-en-waterbouw. Terzaghi, K., Evaluation of coefficients of subgrade reaction. Géotechnique Vol. 5, no of 416 Deltares

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