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D-Geo Pipeline User Manual

1. Pipe 1 Pipe 2 Material quality PE80 PE80 Young s modulus short term N mm 1000 1000 Young s modulus long term N mm 200 200 Allowable strength short term N mm 10 10 Allowable strength long term N mm 8 8 Tensile factor 0 65 0 65 Outer Diameter mm 400 160 Wall thickness mm 36 4 12 3 Unit weight pipe material kN m 9 54 9 54 Design pressure Bar 4 4 Test pressure Bar 5 5 Temperature variation C 5 5 This tutorial is based on continuation of the file used in Tutorial 5 chapter 12 1 Click File and select Open on the menu bar to open the Open window 2 Select Tutorial 5 and click the Open button to open the file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 6 gt 4 Click the Save button to save the file for Tutorial 6 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 6 for D GEO PIPELINE gt and lt Installation of bundled pipelines gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK 198 of 362 Deltares Tutorial 6 Installation of bundled pipelines 13 2 Product Pipe Material Data The dimensions and the properties of the product pipes in the bundle should be specified 8 10 11 12 13 14 Click Pipe and select Produc
2. Sesess9s999909999999999995 ooocccoccccceccCccCcCcCcCCccCCoCoo CPEE Figure 15 9 Calculation Verticals window 15 7 Engineering Data 35 Select Engineering Data from the Pipe menu bar to open the Engineering Data window 36 Enter the values as given in Figure 15 10 37 Click OK Engineering Data Figure 15 10 Engineering Data window Deltares 221 of 362 15 8 15 8 1 D GEO PIPELINE User Manual Results The schematization of the longitudinal cross section along the pipeline which will be installed by using micro tunneling is changed A calculation can now be performed 38 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 Thrust Force 39 Open the Operation Parameter Plots window from the Results menu and select the Thrust forces tab Figure 15 11 This graph shows the calculated thrust force versus the length of pipe jacked into the sub surface It is easily recognized that the lubricated as well as the dry thrust force exceed the maximum allowable thrust force as indicated by the manufacturer of the pipe sections It should be mentioned that the capacity of the jacks is limited as well In general the maximum capacity is about 600 ton 6000 kN so that for larger lengths intermediate jacks are required o x Edit 2 Thrust force ia 1600 0 2 et 0000 0
3. Cancel Help Figure 4 25 Calculation Verticals window L coordinate Defines the locations in geometry in the L direction where the calcula tions are performed L represents distance along the pipe line projec tion in the horizontal plane incremented with the entry coordinate The L coordinate value must increase with each vertical Additional Enter an additional settlement for the selected vertical This settlement Settlement will be added to the calculated settlement according to Koppejan or Isotache in the table of the Deformation section of the Report window section 6 2 2 First L L co ordinate of the starting point of generated verticals Last L L co ordinate of the ending point of generated verticals Interval Interval between generated verticals Generate Click this button to generate automatically verticals from First to Last L with the mentioned Interval 4 5 Loads menu 4 5 1 Traffic Loads On the menu bar click Loads and then choose Traffic Loads to open the corresponding in put window in which the positions of traffic loads can be defined Traffic loads will have an influence on the calculated soil load stress only for the calculation verticals situated 60 of 362 Deltares Input Traffic Loads xi Load name Traffic Load 2 co ordinate at start m 5 00 co ordinate at end m 125 00 z Load type Ada inser Graph f Graph2 Delete
4. CHUA Ae A ee et fi Figure 20 12 View Input window Input tab 20 5 Pipe Material Data The pipe material of the pipe which will be installed by the direct pipe method is chosen The characteristics of the pipe must be specified as well 36 Click Pipe from the menu and select Product Pipe Material Data to open the Product Pipe Material Data window 37 Enter the values as presented in Figure 20 13 x Material quality S 480 Negative wall thickness tolerance fo Yield strength N mm faso oo Partial material factor H f 10 Partial material factor test pressure H f 00 Young s modulus N mm 205800 00 Outer diameter product pipe Do mm fi219 00 Wall thickness ma 2270 o Total weight of pipe kN m 7 85 Pressures Design pressure bar foo o Test pressure bar foo Temperature variation degC 5 00 C ewes _ toe Figure 20 13 Product Pipe Material Data window 20 6 Soil behavior The strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure at the front of the MTBM Depending on the per meability of the soil layer the soil will behave drained or undrained A Sand layer is a well permeable so called drained frictional material The strength of this soil layer can be cal 274 of 362 Deltares Tutorial 13 Face support and Thrust force for the Direct Pipe method culated using
5. i Deltares sustems y l da d A ay di S49 gE Deltares Enabling Delta Life Z D GEO PIPELINE Design of pipeline installation User Manual Version 15 2 Draft Revision 00 23 September 2015 D GEO PIPELINE User Manual Published and printed by Deltares telephone 31 88 335 82 73 Boussinesqweg 1 fax 31 88 335 85 82 2629 HV Delft e mail info deltares nl P O 177 www https www deltares nl 2600 MH Delft The Netherlands For sales contact For support contact telephone 31 88 335 81 88 telephone 31 88 335 81 00 fax 31 88 335 81 11 fax 31 88 335 81 11 e mail sales deltaressystems nl e mail support deltaressystems nl www http www deltaressystems nl www http www deltaressystems nl Copyright 2015 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 Contents Contents 1 General Information 1 Toll Preng co cl notesu aah Gee oa hee PR ee eR E A a 1 1 2 Installation of pipelines 0 200 020 02202 e 2 1 2 1 Horizontal Directional Drilling technique 2 122 Micro Tunneling 626g ada Re ee Ee a 4 123 Installation imipench oa s o ewe eu aca ane aoi eee 4 1 2 4 Direct Pipe method aoaaa aaa a 5 1 3 Features in standard module HDD aaa aaa a a 5 i31 Soilprofile s s e s
6. 4 Operation Parameters 4 1 Uplift Check Due to buoyancy of the pipeline below the groundwater table the uplift should be checked In the subsequent calculation the safety factor for uplift is calculated based on an empty pipe 4 1 1 Uplift Factors Vertical nr Safety factor calculated Safety factor required El 1 SJofolojaololololololo O Joo r gt Jor Joo ro Ja PIN RO JRO IR JNO JRO JN JRO RO N SJofofolalololalo ojo Figure 19 12 Report window Uplift Factors section Tutorial 12b 19 6 3 Hydraulic Heave Safety To examine the risk of heave of the trench bottom the graph with the heave safety factor can be opened 35 Select the Safety hydraulic heave tab of the Operation Parameters Plots window Fig ure 19 13 262 of 362 Deltares Tutorial 12 Trenching uplift and heave D Operation Parameter Plots Safety hydraulic heave Safety factor H Hydraulic heave safety a4 50 0 L coordinate m __ Hydraulic Heave safety Required safety Figure 19 13 Operation Parameter Plots window Safety hydraulic heave tab Tutorial 12b 4 2 Hydraulic Heave Check In case of high groundwater pressures in a water bearing soillayer below the trench the safety factor for heave of the trench bottom should be evaluated Subsequently the safety factors for heave are based on g
7. List of Tables 2 5 Keyboard shortcuts for D GEO PIPELINE 0 0000 ee eae 27 4 10 Unsaturated and saturated weight of the predefined materials 49 8 1 Properties of the silty sand layer Tutorial1 2 144 8 2 Properties of steel material Tutorial 1 2 144 9 1 Pipe properties Tutorial 2 2 220000000004 160 10 1 Layer properties Tutorial3 2 a a a a a a 174 11 1 Settlement parameters acc Koppejan of the soil layers Tutorial 4 184 11 2 Coordinates of the top of the soil mass o a oaoa oa 185 13 1 Pipes properties Tutorial 6 a a a a a aa a a 198 14 1 Properties of the silty sand layer Tutorial 7 oa oaoa a a a 204 14 2 Properties of steel material Tutorial 7 lt aoa aoa a a 204 15 1 Properties of the layers Tutorial 8 o a sa aaa 216 16 1 Settlement parameters acc Koppejan of the soil layers Tutorial 9 226 16 2 Coordinates of the top of the soil mass oao aoa ooa a 227 18 1 Layer properties Tutorial 11 oaoa a ea a 244 19 1 Layer properties Tutorial 12 a oa a a a a a 256 20 1 Properties of the silty sand layer Tutorial 13 a aoa a aa aaa 268 20 2 Properties of steel material Tutorial 13 aa a a a a 268 21 1 Layer propertiesi Tutorial AY We ee 280 22 2 Values of constant C according to table E 1 of NEN 3650 1 288 22 3 Soil type as a function of the cohesion and the friction an
8. 354 29 4 2 Stress increment caused by astripload 355 29 5 Effective stress and pore pressure oaoa a 355 30 Benchmarks 357 Bibliography 359 Deltares xi D GEO PIPELINE User Manual xii Deltares List of Figures List of Figures 1 1 1 2 1 3 1 4 1 5 1 6 lF 1 8 19 1 10 1 11 1 12 1 13 1 14 2a Ae 2 3 2 4 25 2 6 27 3 1 a2 3 3 3 4 3 5 3 6 2 7 3 8 3 9 4 1 4 2 4 3 4 4 4 5 4 6 4 7 4 8 4 9 4 10 4 11 4 12 4 13 4 14 4 15 4 16 4 17 4 18 4 19 4 20 Deltares HDD Pilot drilling DCA guidelines 20 HDD Pre reaming DCA guidelines 24 HDD Pull back operation DCA guidelines Reamer and cutting wheel 2 0 000002 ee eee Jacking frame and micro tunneling machine in the start shaft Pipeline installation in a trench 2 0000002 ee ae Face support pressures ooo a Modelisation of the effectofarching 204 Pipeline installation in trench 26000002 ee ae Compaction of the fill after pipeline installation Co ordinate system o o oa Je ee Products menu of Deltares Systems website www deltaressystems com Support window Problem Description tab 5 000025 Send Support E Mail window 1 1 a Main Window 489 2 2 2 57 D GEO PIPELINEmenubar gt 2 4 D GEO PIPELINEicon
9. 22 1 3 The limitations of the object to be crossed 22 1 4 Determination of allowable curve radius 22 1 5 Determination of combined bending radius 22 2 Design of a pipeline crossing using the micro tunneling technique 22 3 Design of a pipeline using a trench oaa sa a a 22 4 Design of a pipeline using the direct pipe method 23 Calculation of soil mechanical data 23 1 Neutral vertical stress a aoa o a a a a 23 2 Passive vertical stress WA Ay 2 2 ee 23 3 Reduced neutral vertical stress o a oaa a a 23 3 1 Reduced neutral vertical stress in compressible soil layers 23 3 2 Reduced neutral vertical stress in non compressible soil layers 23 4 Initial vertical stress 2 a a a 23 5 Neutral horizoftiahstress MF WF 2 2 aeaa 23 5 1 Pipelines installed using the HDD technique 23 5 2 Pipelines installed in a trench or using micro tunneling 23 6 Vertical modulus of subgrade reaction a a a a ee ee 23 6 1 Pipelines installed using a drilling technique 23 6 2 Pipelines installed in a trench oaoa aa a 23 7 Horizontal modulus of subgrade reaction 0 000 ee 23 7 1 Pipelines installed using a drilling technique 23 7 2 Pipelines installedinatrench 000 ee eee 23 8 Ultimate vertical bearing capacity 2 202004 23 9 Ultimate horizon
10. o o aooo a a a 218 15 6 View Input window Geometry tab oaoa aaa a 218 15 7 Boundaries Selection window aoaaa aa a 219 15 8 Pipeline Configuration window 2 6 aa a 220 15 9 Calculation Verticals window 1 2 a a 221 15 10 Engineering Data window oaoa 221 15 11 Operation Parameter Plots window Thrust Forcetab 222 15 12 Operation Parameter Plots window Safety uplifttab 223 15 13 Report window Uplift Factors section a oaoa a 223 Deltares xvii D GEO PIPELINE User Manual xviii 16 1 Soil layers and pipeline configuration for Tutorial9 225 16 2 Model window 1 ananasa ika 227 10 3 FOmMEWwWNGOW s so soa eor p ke e Re a we ae 228 16 4 View Input window Geometry tab oaoa aa ee 228 16 5 Materials window aoaaa a 229 16 6 Layers window Materials tab o o aooo a a 230 16 7 Program Options window Locations tab o oaoa a a 230 16 8 Report window Settlements of soil layers below the pipeline 231 16 9 Report window Soil Mechanical Parameters naoa oaa aa 232 16 10 Content of the CSV export file for Tutorial 9 oaoa aaa a 232 17 1 Bore hole section sas carrara nann oe ee 235 17 2 Pipeline configuration of Tutorial 10 aoa a a a a a 237 17 3 Pipeline Configuration window oaoa a a 238 17 4 View Input window Top View tab oaoa aa a a ee ee eee 239 17 5 View Input window Input tab aooaa aa 23
11. 0 H dp dn X 1 0 3 z Fir 23 2 with f 05x D Pmax P eX coty x r q where Pimax pi q Oo Oyn c p G 294 of 362 sin 1 sin yp cxcoty 23 3 0 5 x Do H is the maximum passive vertical stress in kN m is o 1 sin y c x cosy in kN m is og x sin p c x cosy G in kN m is the effective isotrope stress in kN m oh 04 on 2 is the vertical respectively horizontal effective stress are the soil parameters at the pipe center Deltares Calculation of soil mechanical data 23 3 Reduced neutral vertical stress In case a drilling technique is used for the installation of the pipeline the vertical soil load is reduced due to arching A pipeline installed using the horizontal directional drilling technique is loaded by a strongly reduced soil loads due to arching For micro tunneling the effect of arching on the soil load is calculated by D GEO PIPELINE as well Due to the relative small borehole arching is not completely developed The relatively small available strain yields incomplete mobilization of the shear strength The soil load in case of micro tunneling should therefore be calculated using half the value of the angle of internal friction p 2 _ s L Shear strain 10 Figure 23 3 The mobilization of the angle of internal friction in the development of the arching mechanism 23 3 1 Reduced neutral vertical stress in compressible soi
12. 0 20 0000500 128 7 3 View Input Window 0 000 0 ee 128 Tal GUE cee ek eh oe al Bowe ee we ee ee a G 129 Poe BUNOME gt c ss ca dn e eS Be ee Be ee ee Sen 130 Teas LEGOM oeaan bBo Bae ewe RD ba deod we ud 132 7 4 Geometry modeling 2 2 0 00 ee ee 134 7 4 1 Createanewgeometry 0 00002 eeeae 134 Deltares v D GEO PIPELINE User Manual 8 9 742 SelM 24 a ae OS we ee ewe Ba OE ew S 135 TAS Draw layout 645 moe sa eGo Rd ee Bee we ieee ee Se ee 135 7 4 4 Generate layers 0 0 2 2000 2 eee ee ee 136 7 4 5 Add piezometric level lines 22200 4 137 7 5 Graphical manipulation o 2 6 5405 wes dae aa oso d em aa dna 137 7 5 1 Selection of elements o oo aa a 137 7 5 2 Deletion of elements o aoaaa a eee ee ee es 138 7 5 3 Using the right hand mouse button oaoa 139 7 5 4 Dragging elements aoaaa a 141 Tutorial 1 Calculation and assessment of the drilling fluid pressure 143 8 1 Introductiontothecase 00 000 eee ee 143 C2 PI oo 2k woe E Be Ge oe Bee 2 eke Fw ie ed 144 eS ey eee 144 8 2 2 Project Properties 4 gt 145 8 2 3 Model 0 2 g mm oe 146 8 3 Geometry 2 2 2 GH Ze 147 8 3 1 Soil layer properties 4 2 22004 148 83 2 PhreaticLine W Ope ow cca 149 8 3 3 Layers 4H 44 149 8 3 4 PL LinesperLayers WB 4a y 149
13. Deltares Calculation of soil mechanical data It can be shown that the secular creep rate is related to a so called intrinsic time 7 which is related to the common time t by a time shift C shit C H lt wih T t thit 23 37 This time shift in fact represents the creep history of the soil The total rate of strain is the sum of the elastic and secular rates H aH gh 23 38 Time integration of Equation 23 38 finally yields Equation 23 39 1 t 1 ad ef aln z cln h f 23 39 00 0 Op To The reference time T is set by default to 1 day To 1 day 23 40 During a constant stress period after virgin loading Equation 23 39 simplifies to oy o T e aln bln cln 23 41 00 Op To This equation applies to the creep tail when o has become constant and this is the familiar relation for one dimensional creep with strain depending on logarithm of time Here however apart from using natural strain the time to use is the intrinsic time 7 This removes the age old difficulty of defining the origin of time to use in the compression law e g years A D Buisman dykes of Marken island time after loading time after last loading stage etc Figure 23 9 illustrates the effect of the tsnit parameter denoted by t on the creep tail log T logt Figure 23 9 Influence of the tsnit tr parameter on the creep tail While e log t plots can be either steepening or flattening
14. Operation Parameter Plots window Face support pressure tab Operation Parameter Plots window Thrust forces tab Stresses in Geometry window 1 ee a Subsidence Profiles window 1 6 ee a View Inout window Geometry tab 2 2 ee View Input window Geometry tab legend displayed as Layer Numbers Legend Context menu oaoa ooa e View Input window Geometry tab legend displayed as Material Numbers View Input window Geometry tab legend displayed as Material Names Legend Context menu for legend displayed as Materials Color spao 5 6 MR aaa a View Input window Geometry tab 2 2 ee Righy Limit window HB 6 6 6 ce ee Representation ofapolyline 2 20 2000002 aes Examples of configurations of poly lines 0 Example of invalid point not connected to the left limit Selection accuracy as area around cursor 1 ee ee ee ee Selection accuracy as area around cursor 1 ee ee ee Example of deletionofapoint 02 2 0004 Example of deletion of a geometry point Example of deletion of a line 20 000002 Gs Pop up menu for right hand mouse menu Select mode Layer window Property editor of a layer aooo a a Point window Property editor of a point ooo a a Boundary window Property editor of a polyline o ooo aa Boundary window Property editor of a line
15. tion 26 1 4 Thrust force not The thrust force lubricated is the force required to install a micro lubricated tunnel in between the launch pit and the reception pit in case of no injection of lubricant For background information refer to section 26 1 4 Maximum allowable The maximum allowable thrust force is usually given by the man thrust force ufacturer of the pipe and specified in the Engineering Data win dow section 4 6 3 Deltares 121 of 362 D GEO PIPELINE User Manual Uplift safety factor Safety factor H L coordinate m Figure 6 34 Operation Parameter Plots window Safety uplift tab 6 4 2 Operation Parameter Plots for Construction in trench For Construction in trench model the Operation Parameter Plots window displays two different plots by clicking on one of the two tabs the safety factor for uplift along the bottom of the trench Figure 6 35 the safety factor for hydraulic heave along the bottom of the trench Figure 6 39 lft Safety hydraulic heave Safety factor H Uplift safety factor L coordinate m Figure 6 35 Operation Parameter Plots window Safety uplift tab 122 of 362 Deltares View Results Figure 6 36 Operation Parameter Plots window Safety hydraulic heave tab 6 4 3 Operation Parameter Plots for Direct Pipe For the Direct Pipe model the Operation Parameter Plots window displays two different p
16. 201 13 5 Report window Calculation Pulling Force 2 1 ee ee ee 202 14 1 Pipeline configuration for Tutorial7 222000 4 203 14 2 Model window a 22 4 205 14 3 Project Properties window View input tab 2 24 205 14 4 LeftLimitwindow Y CEER o e aa 206 14 5 View Input window Geometry tab a aoao aa a 206 14 6 Materials window 2 a a a 207 14 7 Phreatic Line window oaoa a a 207 14 8 Layers window Materials tab aooo a a a a a 208 14 9 PL lines per Layers window oo saaa a a 208 14 10 Check Geometry window 2 a a 209 14 11 Pipeline Configuration window 2 0 ee 209 14 12 View Input window Input tab 2 2 aa a 210 14 13 Product Pipe Material Data window 0 02002 ee eee 210 14 14 Boundaries Selectionwindow 2 oaa a 211 14 15 Calculation Verticals window 2 ee a 212 14 16 Engineering Data window aooaa a 212 14 17 Schematization of stress condition for micro tunneling 213 14 18 Operation Parameter Plots window Face support pressure tab 214 15 1 Soil layers and pipeline configuration for Tutorial8 215 15 2 Co ordinates of the lower boundary of the Peat layer before enlarging the right WY coe eh ie Gime RE ee eS ak A ee a ea Re is 216 15 3 Right LIMIE window 2 0 aoao ee adr o eae a ae a a a 217 15 4 Materials window aoao 217 15 5 Layers window Materials tab
17. 23 11 2 Pipelines installed in a trench or using micro tunneling pipe Arining Figure 23 11 Schematization of the forces acting on the pipe The following forces are acting on the pipe Figure 23 11 Deltares 307 of 362 D GEO PIPELINE User Manual a Uplift force a 2 dupit 7 X Ds X Yat 23 46 b Weight of the pipeline T pipe 7 X Do Di x Y 23 47 c Weight of the filling water T 2 filling q x DF X Ww X Puw 23 48 d Stress at the top of the pipe l max qn min qett qo for trenching top max qnr Min dett Jp for micro tunneling eae e Stress at the bottom of the pipe J max qn ett Pwe for trenching 23 50 doottom 1 max dnr dett Pwe for micro tunneling The effective weight of the pipeline is defined as Jett pipe filing uplift 23 51 where dn is the neutral vertical stress see Equation 23 1 in section 23 1 dp is the passive vertical stress see Equation 23 2 in section 23 2 qnr is the reduced neutral vertical stress see section 23 3 Pie is the vertical bearing capacity see Equation 23 26 in section 23 8 The maximal axial friction along the pipeline is defined as follows W Wop F W bottom me 2Whor 23 52 with W T Do q X tan 6 0 6 x a for trenching i T Do q X tan dub tuid Qub tluia for micro tunneling W F Do Q X tan dp 0 6 X ap for trenching b Do db xX tan dub fluid Glub fluid for micro tunneling W T D Ko X a x ta
18. 78 50 Lx ca tee Figure 14 13 Product Pipe Material Data window The effect of the overcut on the radius of the pipe is explained in tutorial 9 chapter 16 14 6 Soil behavior The strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure at the front of the MTBM Depending on the per meability of the soil layer the soil will behave drained or undrained A Sand layer is a well permeable so called drained frictional material The strength of this soil layer can be cal culated using the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior in other soil types the strength of the soil 210 of 362 Deltares Tutorial 7 Face support pressure for micro tunneling can be calculated using the undrained strength parameter undrained cohesion c 38 39 40 41 Click GeoObjects and select Boundaries Selection on the menu bar to open the Bound aries Selection window for specification of the soil behavior Choose the boundary between the undrained and drained layer on top of layer nr lt 1 gt Figure 14 14 This choice results in drained behavior of layer nr 1 Choose the boundary between the compressible and incompressible layer on top of layer nr lt 1 gt This choice results is used for the calculation of the soil mechanical parameters Compressible layers
19. Deltares 189 of 362 D GEO PIPELINE User Manual Conclusion A pipe stress and settlement analysis has been performed for a polyethylene pipe in a layered soil The inputs and results of this calculation have been exported in a csv file in order to perform an extended stress analysis using an other program such as SCIA pipeline 190 of 362 Deltares 12 Tutorial 5 Drilling with a horizontal bending radius 12 1 This fifth exercise considers installation of a polyethylene pipeline by using the technique horizontal directional drilling The exercise focuses on a horizontal bending radius in the design of the drilling line The objectives of this tutorial are To schematize a horizontal bending To calculate pulling forces in the horizontal bending To perform a pipe stress analysis for the design with a horizontal bending radius The following module is needed D GEO PIPELINE Standard module HDD This tutorial is presented in the file Tutorial 5 dri Introduction to the case A horizontal bending radius in the design drilling line is observed more frequent Often the horizontal bend is part of one of the vertical bending radii In case the horizontal bending radius coincides with part of a vertical bending radius a combined 3 dimensional bending radius is formed For the design of the horizontal directional drilling line the pull back force and the strength calculation it is necessary to determine the value o
20. Number of the calculation vertical The front force at the cutting head KN m xxx kN kN XXX kN XXX The results of the thrust forces are also given per vertical in a table Vertical nr Length in borehole Roll Force Friction Buckling Force Thrust Force no S F Thrust Force m kN kN kN kN kN 6 3 Drilling Fluid Pressures Plots Number of the calculation vertical The length of the pipeline in the borehole The friction force of the pipeline behind the thruster on the rollers Refer to section 28 1 1 for more information The friction between the pipeline and the lubricant drilling fluid and between the pipeline and the borehole wall Refer to sec tion 28 1 2 and section 28 1 3 for more information The contact force of the pipeline against the borehole wall due to buckling Refer to section 28 2 8 for more information The thrust force The total thrust force needed to push the pipeline into the bore hole Refer to section 28 2 for more information Only available if the Horizontal directional drilling model in the Model window section 4 1 is selected In the Results menu choose the Drilling Fluid Pressures Plots option to display the following plots for the three boring stages pilot pre ream and pullback 118 of 362 Deltares View Results Maximum allowable drilling fluid pressure plastic zone related to deforma tion bore hole Refer to Equatio
21. This tutorial is based on continuation of the file used in Tutorial 3 chapter 10 1 Click File and select Open on the menu bar to open the Open window 2 Select the file Tutorial 3 and click the Open button 3 ClickFile and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 4 gt 4 Click the Save button to save the file for Tutorial 4 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 4 for D GEO PIPELINE gt and lt Exporting soil mechanical data gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK Settlement model Settlement calculations can be performed using the in the Netherlands often used Koppejan model or the more recent developed Isotache model which is based on Terzaghi s settlement model 8 Click Project and select Model on the menu bar to open the Model window Figure 11 2 9 Select the Horizontal directional drilling method and mark the Use settlement check box 10 Select the Koppejan model 11 Click OK to confirm the choice 184 of 362 Deltares Tutorial 4 Exporting soil mechanical data for an extended stress analysis Model xi Model Horizontal directional drilling IV Ends at surface Dutch Standard NEN Micro tunneling Construction in trench Settlement C Isotachen Cancel Help Figure 11 2 Model window 11
22. kN m kN m kN m kN m kN m kN m mm Vertical modulus of subgrade reaction upward see sec tion 23 6 2 Vertical modulus of subgrade reaction upward see sec tion 23 6 2 Vertical displacement see section 23 10 Vertical modulus of subgrade reaction downward of the first and second branch see section 23 6 2 Vertical modulus of subgrade reaction downward of the first and second branch see section 23 6 2 Vertical bearing capacity see Equation 23 26 in section 23 8 Horizontal modulus of subgrade reaction see Equation 23 25 in section 23 7 2 Horizontal bearing capacity see Equation 23 29 in sec tion 23 9 2 Maximal axial friction along the pipeline see Equation 23 52 in section 23 11 2 Displacement at maximal friction see section 23 12 2 The corresponding type of material see section 23 13 6 2 4 4 Soil Mechanical Parameters for Direct Pipe 104 of 362 Deltares View Results 4 Soil Mechanical Parameters 4 1 Soil Mechanical Parameters Pipe 1 The list with data and issues is shown hereafter Note safety factors not applied Pvp Passive soil load Pyin Neutral soil load Ph n Neutral horizontal soil load Py rn Reduced neutral soil load kv top1 Vertical modulus of subgrade reaction bilinear upward kv top2 Vertical modulus of subgrade reaction upward dv Vertical displacement kv Vertical modulus of subgrade reaction downward Pye Vertical bearing capacity
23. Deltares Systems tools are supported by Deltares A group of 70 people in software develop ment 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 Support at www deltares com in menu Software Different information about the program can be found on the left hand side of the window Figure 1 12 In Support Frequentely asked questions are listed the most frequently asked technical questions and their answers In Support Known issues are listed the issues of the program In Release notes D Geo Pipeline are listed the differences between an old and a new version Delta re S Areas of expertise Software Academy Facilities Aboutus Contact Enabling Delta Life A D Geo Pipeline Features Demo Screenshots Service packages gt Support gt Technical Specifications Other related software We are here to help you with all your Deltares software products and solutions Over the last decades Deltares has been developing and improving D Geo Pipeline which comes with Documents everything a modelling professional needs in a flexible stable robust easy to use modelling suite Deltares offers high quality software services to consultancy firms governmental organizations universities an
24. Steel or Concrete pipe Deltares 71 of 362 D GEO PIPELINE User Manual Product Pipe Material Data x Pipe material Steel C Synthetic C Concrete Material quality H Steel Outer diameter product pipe Do mm foo oo Overcut on radius mm fi 0 Wall thickness mm fi 9 00 Young s modulus N mm 205800 00 Unit weight pipe material kN m 78 50 Cancel Help Figure 4 38 Product Pipe Material Data window Steel or Concrete pipe Micro Tunneling model Material quality Description of the material quality The data in this field is used in the report Outer diameter product Outer diameter of the product pipe Do in mm pipe Do Overcut on radius Difference between the hole radius and the outer radius of the product pipe lovercut in mm Wall thickness Wall thickness of the pipe dn in mm Young s modulus Modulus of elasticity of the pipe p in N mm Unit weight pipe material Unit weight of the pipe material yp in kN m Default values are 78 5 and 26 kN m respectively for Steel and Concrete pipe Synthetic pipe x Pipe material C Steel Synthetic C Concrete Material quality H PE80 Outer diameter product pipe Do mm 215 00 Overcut on radius mm fio Wall thickness mm 28 70 Young s modulus short N mm 2 fi 000 00 Young s modulus long N mm 2 200 00 Unit weight pipe material kN m 9 54 Cancel Help Fig
25. This coordinate corresponds with the surface level for X Xett and is automatically calculated by the program _ Right point X coordinate of the right point which corresponds whether the entry or X coordinate the exit point of the pipeline called Xrignt in Figure 4 28 Right point Y coordinate of the right point which corresponds whether the entry or Y coordinate the exit point of the pipeline called Yyignt in Figure 4 28 _ Right point Z coordinate of the right point which corresponds whether the entry or Z coordinate the exit point of the pipeline called Zignt in Figure 4 28 This coordi nate corresponds with the surface level for X X ight and is automati cally calculated by the program Angle left Left angle of the pipe called er in Figure 4 28 Angle right Right angle of the pipe called Yrignt in Figure 4 28 Bending radius of the pipe at the left side called Rien in Figure 4 28 Bending radius of the pipe at the right side called Rrignt in Figure 4 28 Only available for HDD model Bending radius on the pipe roller de pending on the diameter of the product pipe called Rioters in Fig ure 4 28 Lowest level of Lowest level of the pipe called Zjowest in Figure 4 28 pipe Angle of pipe Horizontal angle of the lowest straight part of the configuration Pulling direction The pulling force at characteristics points can be calculated for a pulling product pipe direction From left to right i e the left point is
26. oa a a a a a PL line window Property editor of a PL line ooo Example of dragging of a point oaoa a a a Pipeline configuration for Tutorial 1 aaa a a XV D GEO PIPELINE User Manual xvi 8 2 New File window aaa 144 8 3 Viewinpu utWiNdOwW o i e e aa maawa madoa ee ee we a 145 8 4 Project Properties window Identification tab 24 145 8 5 Project Properties window View input tab aooaa 146 8 6 Mod l WIN W esaa Re Race reada a Ee ee 147 8 7 Len limit windoW saos x essasi daa a O E E E 147 8 8 View Input window Geometry tab aoao a 148 8 9 Materials window 2 0 a 148 8 10 Phreatic Line window 2 2 a 149 8 11 Layers window Materials tab o o aooaa 149 8 12 PL lines per Layers window aoaaa a a eee 150 8 13 Check Geometry window noaa a 150 8 14 Pipeline Configuration window aoao a ee 151 8 15 View Input window Input tab oaoa a a Pa aa 151 8 16 Boundaries Selection window aooaaeoa a a eee eee 152 8 17 Calculation Verticals window oaaae sa a 153 8 18 Product Pipe Material Data window a saoao aaa e 154 8 19 Drilling Fluid Datawindow ARF ge ee 155 8 20 Faciorswindow 489 MM oo oe 156 8 21 Drilling Fluid Pressures window 2 0 0 ete es 157 9 1 Pipeline configuration for Tutorial2 2 0 02 00000 159 9 2 Product Pipe Material Data window a 6 eee 162 9 3 Engineering Da
27. 0 Friction angle Delta 20 Poisson s ratio 0 35 The pipeline material used in this tutorial is a steel 240 with the properties given in Table 14 2 Table 14 2 Properties of steel material Tutorial 7 Pipe material Steel 240 Outer diameter mm 1200 Overcut mm 15 Wall thickness mm 22 4 Young s modulus N mm 205800 Unit weight pipe material kKN m gt 78 50 This tutorial starts with the selection of the pipeline installation model 14 2 Model selection The micro tunneling model must be selected to carry out the current tutorial noitemsep 1 Click File and choose New on the menu bar to start a new project 2 In the New File window select the option New geometry to start This will result in an empty geometry 3 Save the project by clicking Save As in the File menu and by entering lt Tutorial 7 gt as project name 4 Click Save to close this window 5 On the menu bar click Project and then choose Model to open the Model window Fig ure 14 2 6 Select Micro tunneling and click OK 204 of 362 Deltares Tutorial 7 Face support pressure for micro tunneling JV Ends at surface Dutch Standard NEN E Figure 14 2 Model window 7 On the menu bar click Project and then choose Properties to open the Project Properties window 8 Fillin lt Tutorial 7 for D GEO PIPELINE gt and lt Gas pipeline installation by micro tunneling gt for Ti
28. 18 13 Wet unit weight kN m 20 13 Cohesion kN m 0 2 Angle of internal friction 10 18 Undrained strength top kN m 0 10 Undrained strength bottom kN m 0 30 E modulus top kN m 10000 500 E modulus bottom kN m 15000 1000 Adhesion kN m 0 2 Friction angle 0 20 9 Poisson s ratio 0 35 0 45 4 Click the Save button to save the file for Tutorial 11 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fillin lt Tutorial 11 for D GEO PIPELINE gt and lt Installation of pipeline in a trench gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK Model Since this tutorial considers an installation of the pipeline in a trench the model trench should be selected 8 On the menu bar click Project and then choose Model to open the Model window 9 Select Construction in trench and click OK Model Horizontal directional drilling JV Ends at surface Settlement Use settlement Koppejan sotachen Cancel Help Figure 18 2 Model window 244 of 362 Deltares Tutorial 11 Installation of pipeline in a trench 18 3 Geometry of the longitudinal cross section This tutorial considers a layered soil sequence The typical Dutch soil sequence of a soft organic clay layer on top of a coarse sand layer will be considered The organic clay layer is compressible and exhibits a low permeabi
29. 8 3 5 Check Geometry 2 00 bee ee 150 8 4 Pipeline Configuration a be ee 150 8 5 Soilbehavior Mm WP wea 151 8 6 Calculation Verticals QR SR se ro e 152 8 7 Product Pipe Material Data WRA E AM 8 we 153 8 8 DrillingFluidData WAAR 2 ee ee eee 154 8 9 Factors g Me WGR 0 es 155 8 10 Results S NHB WBR 2 ee ee 156 8 11 Conclusion Eea Wh wt 157 Tutorial 2 Stress analysis of steel pipes and polyethylene pipes 159 9 1 Introduction to the casem aoaaa aaa aaau aaa 159 9 2 Project Properties Wm 2 aaaea es 161 9 3 Product Pipe MaterialData oa a aa a 161 9 4 Engineetigg Data NM Vi aaea a eea aaao 162 G5 FWE oa esx aoa MAB Soa a e a oe a ee 163 9 6 Calculation and Results Tutorial 2a 20 164 9 6 1 Results of the pulling force calculation 164 9 6 2 Results of the pipe stress analysis of the steel pipe 166 9 7 Special Pipe Stress Analysis Tutorial 2b 4 168 9 8 Polyethylene Product Pipe Tutorial 2c 20 169 09 Conclusion o se ea we ee eR ee we eR ae a aa 171 10 Tutorial 3 Influence of soil behavior on drilling fluid pressures and soil load on the pipe 173 10 1 Introductiontothecase 2 000002 eee ee 173 10 2 Geometry of the longitudinal cross section 2004 175 10 3 Soil layer properties 2 oa
30. Clay 17 lt lt 20 c lt 5 Peat yp lt 17 23 14 Traffic load According to C 5 1 of NEN 3650 1 NEN 201 2a two load models are considered depending on the type of road For dual carriageways and regional roads Load Model 3 i e Graph l according to EN NEN 1991 2 this concerns special transports is assumed For other roads the Fatigue Load Model 2 Lorry 4 i e Graph II is assumed according to EN NEN 1991 2 this load model covers the set of frequent lorries wich can occur on European roads such as described in EN NEN 1991 2 with exception of the special transports 310 of 362 Deltares Calculation of soil mechanical data qu kN m gt 200 710 9 600 60 1000 50 21 600 Grafiek II 200 NEN EN 1991 2 2011 0600 Fatique Load Model 2 40 Lorry 4 m 1000 fi 17 Grafiek I 30 NEN EN 1991 2 201 H H 1600 Load Model 3 5 0 H m gt Figure 23 12 Traffic load as a function of the depth and the pipe diameter for both load models according to NEN 3650 1 For both load models Graph and Graph Il the spreading of the traffic load qy along the depth is given in Figure 23 12 for four pipe diameters 200 600 1000 and 1600 mm Intermediary diameters are linearly i
31. Figure 9 8 Deltares 165 of 362 9 6 2 D GEO PIPELINE User Manual 5 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 10 friction between pipe and drilling fluid f2 0 000050 N mm friction between pipe and soil f3 0 20 Due to the friction a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back the pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected bore hole m pulling force kN TA 0 18 T2 25 19 T3 129 39 T4 155 41 T5 259 62 T6 284 64 The calculated pulling force is the mean value It is recommended to use a contingency factor of at least 1 4 for the stress analysis In the subsequent pipe stress analysis a factor of 1 40 is used and a load factor of 1 10 steel only The maximum representative pulling force is 3434 kN calculation factor excluded At this pulling force level the stresses in the pipeline are equal to the yield strength Figure 9 8 Report window Calculation pulling force filling percentage 0 Results of the pipe stress analysis of the steel pipe The pipe stress analysis is described in the repor
32. For the definition of the other symbols refer to section 25 5 2 The maximum axial stress is Gamax MAX 0 a X Opl o1 a X opl 25 26 Tangential stress At start of the pull back operation the pipeline is situated on the rollers the tangential stress is negligible Strength calculation for Load Combination 1B end of the pullback operation Axial stresses At the end of the pull back operation the axial bending stress Mp _ fk X Eb X Ip Opb 25 27 Wp Rmin X Wo The axial stress due to pull back is T T foui X A 25 28 The maximum axial stress is Tamax MAX 0 X dp r a X ovl 25 29 where Rmin is the minimum bending radius of the pipeline configuration i e minimum between Riets Rright and the horizontal bending radius in m In case of a combined 3 dimensional bending radius see Equation 22 5 Tmax is the maximum pulling force in KN see section 25 2 Note is the overall safety factor on moment as prescribed in article E 1 3 of NEN 3650 1 In D GEO PIPELINE this overall factor is indeed the contribution of three safety factors fm x Finstan f Ta 25 30 326 of 362 Deltares 25 5 3 Strength pipeline calculation Table 25 12 Moment and deflection coefficients for indirectly and directly transmitted stress as a function of the bedding angle 3 according to Table D 2 of NEN 3650 1 Load angle Dire
33. Property editor of a polyline 140 of 362 Deltares 7 5 4 Graphical Geometry Input Boundary Line 1 xj Point x co ordinate m 6 362 Z co ordinate m fa 053 Point 6 Xx co ordinate m ja 400 Z co ordinate m fa 716 Length m jas 040 Slope 4 fi O Figure 7 23 PL line window Property editor of a PL line Note In the Boundary and PL line properties windows only the point s number can be modified not the X and Z co ordinates Dragging elements One way to modify elements is to drag them to other locations To drag an element first select it Once the element has been selected it is possible to drag it by pressing and holding down the left hand mouse button while relocating the mouse cursor Dragging of geometry elements can result in automatic regeneration of geometry if this option is switched on section 7 4 4 as shown in the example of Figure 7 24 when the selected point is moved upwards a new geometry will be created D GEO PIPELINE creates new layers according to this new geometry After Figure 7 24 Example of dragging of a point Before Deltares 141 of 362 D GEO PIPELINE User Manual 142 of 362 Deltares 8 Tutorial 1 Calculation and assessment of the drilling fluid 8 1 pressure This first exercise considers installation of a steel pipeline by using the horizontal directional drilling technique The exercise focuses on the calculation of
34. Rename Cancel Help Figure 4 26 Traffic Loads window X co ordinate at Enter the X co ordinate of the starting point of the selected traffic load start X co ordinate at Enter the X co ordinate of the ending point of the selected traffic load end Load type According to article C 5 1 of NEN 3650 1 NEN 2012a two load mod els are considered depending on the type of road For dual carriageways and regional roads Graph i e Load Model 3 of European standard EN NEN 1991 2 is assumed For other roads Graph Il i e Fatigue Load Model 2 Lorry 4 of European standard EN NEN 1991 2 is assumed This load model covers the set of frequent lorries which can occur on Eu ropean roads such as described in EN NEN 1991 2 with excep tion of the special transports For more information refer to section 23 14 4 6 Pipe menu 4 6 1 4 6 1 1 Pipeline Configuration On the menu bar click Pipe and then choose Pipeline Configuration to open the correspond ing input window in which the geometric characteristics of the pipeline can be defined The Pipeline Configuration window displayed depends on the selected model Pipeline Configuration for HDD If the Horizontal directional drilling option in the Model window section 4 1 1 is selected the Pipeline Configuration window shown in Figure 4 27 is displayed Deltares 61 of 362 D GEO PIPELINE User Manual Pipeline Configuration x XY coor
35. When a new file is created the default model is Horizontal directional drilling and the project name is Project Deltares 21 of 362 2 2 1 D GEO PIPELINE User Manual The menu bar To access the D GEO PIPELINE menus click one of the items on the menu bar File Project Soil Geometry GeoObjects Loads Pipe Defaults Calculation Results Tools Window Help Figure 2 2 D GEO PIPELINE menu bar The menus contain the following functions File Project Soil Geometry GeoObjects Loads Pipe Defaults Calculation Results Tools Window Help 2 2 2 The icon bar Standard Windows options for opening saving and sending files as well as several D GEO PIPELINE options for exporting and printing the active window and reports section 3 1 Definition of the model types options for Project Properties and View Input File section 4 1 Definition of soil type properties section 4 2 Definition of layers soil types and piezometric lines section 4 3 Definition of the border between compressible top layers and underly ing non compressible soil layers the border between impermeable and permeable soil layers and definition of the verticals X coordinates for which results will be shown section 4 4 Definition of the traffic loads if present section 4 5 Definition of the pipeline configuration and input of pipeline parameters section 4 6 Input of factors section 4 7 A wide range of calculation option
36. a 99 6 2 4 Report Soil Mechanical Data a ao aoaaa aa a 100 6 2 4 1 Soil Mechanical Parameters for HDD 100 6 2 4 2 Soil Mechanical Parameters for Micro tunneling 102 6 2 4 3 Soil Mechanical Parameters for Construction in trench 103 6 2 4 4 Soil Mechanical Parameters for Direct Pipe 104 6 2 5 Report Data for Stress Analysis 20 106 6 2 6 Report Stress Analysis oaoa aa 0000000004 108 6 2 6 1 StressAnalysisHDD 108 6 2 6 2 Stress Analysis Direct Pipe oaoa aaa 112 6 2 7 Report Operation Parameters Trenching 115 6 2 8 Report Face Support Pressures and Thrust Forces Micro tunneling 117 6 2 9 Report Thrust Forces Direct Pipe 118 6 2 9 1 Face support data 04 118 coires Wa aaa a a 118 6 3 Drilling Fluid Pressures Plots oaoa aa a 118 6 4 Operation Parameter Plots 0 eee ee 120 6 4 1 Operation Parameter Plots for Micro Tunneling 120 6 4 2 Operation Parameter Plots for Construction in trench 122 6 4 3 Operation Parameter Plots for Direct Pipe 123 6 5 Stresses in Geometry aooaa a a 124 6 6 Subsidence Profiles a oa aaa ee 125 7 Graphical Geometry Input 127 7 1 Geometrical objects 2 2 a a a 127 7 1 1 Geometry elements aoaaa a 127 7 1 2 Construction elements aoaaa a 128 72 Assumptions and restrictions
37. i e sand see Equa tion 24 28 in section 24 2 2 The default value is 0 5 as prescribed in paragraph E 2 2 2 of NEN 3650 1 NEN 2012a Rp max 0 5 H The ratio between the maximum allowable radius of the plastic zone Rp max and the soil cover H vertical distance between the ground level and the pipe center for the calculation of the maximum allow able drilling fluid pressure in undrained layer i e clay and peat see Equation 24 22 in section 24 2 1 The default value is 0 5 as prescribed in paragraph E 2 2 2 of NEN 3650 1 NEN 2012a Romax 0 5 H Click this button to reset all values to the default values prescribed in the Dutch Standard NEN NOTE If the input values in the Factors window differ from the de fault values prescribed by NEN the value appears in red color Deltares Input Factors for HDD Dutch standard NEN Steel pipe If the Dutch standard NEN was selected in the the Model window section 4 1 1 and if a steel material was selected in the Product Pipe Material Data window section 4 6 2 1 the window in Figure 4 48 is displayed Load factors are used for the strength calculation of the pipeline see section 25 5 x Contingency factors Load factors Total unit weight NEN fy 1110 Design pressure fy 1 25 Cu cohesion NEN H 1 40 Design pressure combination H 41 15 Angle of internal friction Phi NEN H 41 10 Test pressure H 41 10 E modulus NEN u 25 Installation u fio Puling force NEN
38. iene Fanti A AA Materials E Clay moderate E sana moderate A UTA 3 Figure 7 5 View Input window Geometry tab legend displayed as Material Names Unlike the standard colors used to display layers with their layer colors it is possible to define different colors used when displaying materials To change the color assigned to a material right click the material box The menu from Figure 7 6 is displayed Material Colors Layer Numbers Material Numbers v Material Names Figure 7 6 Legend Context menu for legend displayed as Materials Deltares 133 of 362 D GEO PIPELINE User Manual When selecting Material Colors the Color window appears Figure 7 7 in which the user can pick a color or even define customized colors himself by clicking the Define Custom Colors button color Be Ei el See HH eC eee ERE EEE i ERE EE Eee BEEBE EEE EEE E Custom colors El n ee To Red fiz EREEE EE om fe Define Custom Colors gt gt Lum 126 Blue 233 Cancel Add to Custom Colors Figure 7 7 Color window 7 4 Geometry modeling 7 4 1 Create a new geometry There are two ways to create a new geometry without the wizard Open the Geometry menu and choose New Open the File menu and choose New In the New File window displayed select New Geometry and click OK see section 4 3 2 In both cases the Geometry tab of the
39. in Figure 2 7 To select a column click on the top cell of the column see c in Figure 2 7 To select the complete table click on the top left cell see d in Figure 2 7 In some tables the buttons Cut Copy and Paste Z are also present at the left hand 28 of 362 Deltares 3 General 3 1 This chapter contains a detailed description of the available menu options for inputting data for a project and for calculating and viewing the results The examples in the Tutorial section provide a convenient starting point for familiarization with the program File menu General options Besides the familiar Windows options for opening and saving files the File menu contains a number of options specific to D GEO PIPELINE New Select this option to display the New File window Figure 3 1 Three choices are avail able to create a new geometry O Select New geometry to display the View Input window showing only the geome try limits with their defaults values of the geometry O Select New geometry wizard to create a new geometry faster and easier using the wizard option involving a step by step process for creating a geometry see section 4 3 2 O Select Import geometry to use an existing geometry New Fe x Geometry New geometry Import geometry Cancel Help Figure 3 1 New File window Copy Active Window to Clipboard Use this option to copy the contents of the active window to the
40. kN m 1500 00 Adhesion kN m 2 00 Add ae af Friction angle Delta deg 15 00 Delete Rename Poisson ratio Nu H 0 45 Cancel Help Figure 15 4 Materials window The defined soil properties have to be assigned to the drawn geometry of the longitudinal cross section The assignments can be carried out in the Geometry menu 18 Click Geometry and select Layers on the menu bar to open the Layers window Deltares 217 of 362 D GEO PIPELINE User Manual x Material name Total Unit Weight Above phreatic level kNm fioz0 Below phreatic level kNm fono Cohesion IkN m 2 00 Phi dea h50 Cutop kN m2 foo Cu bottom kN m2 200 Emod top kN m2 1000 00 Emod bottom kNm fis00000 Adhesion kN m2 20 OOO Friction angle Delta dea 5 00 Poisson ratio Nu H 0 45 m e _ Figure 15 5 Layers window Materials tab 19 Select the Materials tab 20 Assign the properties of the defined layer Peat to layer number 2 in the longitudinal cross section by clicking the Assign icon Elin between the left and the right column 21 Click on the OK button to quit the window and return to the Geometry tab of the View Input window to look at the change of layers name in the legend Figure 15 6 Figure 15 6 View Input window Geometry tab 22 The geometry can be tested by clicking Geometry on the menu bar and selecting Check Geometry f the geo
41. kh Horizontal modulus of subgrade reaction Ph e Horizontal bearing capacity tmax Maximal friction pipe drilling fluid dmax Displacement at maximal friction kN m kN m kN m kN m kN m kN m kN m kN m kN m kN m kN m mm kN m kN m kN m kN m kN m mm 10 20 12208 3332 8546 794 40 13024 4449 9117 1020 80 9074 21154 6352 2006 7949 16672 5564 1610 6 1233 Maximum soil load Maximum reduced soil load Maximum vertical modulus of subgrade reaction without safety factor Maximum vertical modulus of subgrade reaction with safety factor Pvn max 442 kN m Py rin max 155 kN m ky max 13024 kN m kv max 20468 kN m Figure 6 9 Report window Soil Mechanical Parameters section for Direct Pipe The following is an explanation of the column headings Vertical nr Number of the calculation vertical Pv p kN m Passive soil load See Equation 23 2 in section 23 2 Pv n kKN m Neutral vertical soil load see Equation 23 1 in section 23 1 Ph n kN m Neutral horizontal soil load see Equation 23 12 in sec tion 23 5 1 Pyrin kN m Reduced neutral soil load see Equation 23 4 and Equation 23 8 in section 23 3 kv top kN m Vertical modulus of subgrade reaction at the top of the pipe see Equation 23 14 in section 23 6 1 dv mm Vertical displacement see section 23 10 kv kN m Vertical modulus of
42. pressure po is 1 24 x Ey X Ly 25 66 Po x Vimp 1 v D where E is the Young s modulus of the polyethylene pipe in kN m V is the Poisson ratio of polyethylene v 0 4 Yimp is the safety factor on implosion as defined in the Factors window see sec tion 4 7 1 1 For the definition of the other symbols refer to section 25 5 2 Deltares 333 of 362 25 8 1 25 8 2 D GEO PIPELINE User Manual The check on implosion is performed during the pull back operation section 25 8 1 and at serviceability limit state when the pipe is in operation section 25 8 2 Check on implosion during the pull back operation During the pull back operation the drilling fluid pressure gives an external pressure on the pipe The highest minimum required drilling fluid pressure should not exceed the maximum allowable external pressure This writes Max Pmud min lt Po 25 67 where y 1 5 and F is the module at short term for the calculation of po If the pipe is completely filled the filling fluid gives an internal fluid pressure called filling resistance py of pin min Ziet Zright Zoottom X Yi 25 68 The maximum allowable external pressure becomes therefore po pri and the check on implosion becomes Max Pmud min lt Po Prin 25 69 Check on implosion when the pipe is in operation In operation the water pressure at the lowest point of the drilling gives an external pressure on the pipe
43. technique the micro tunneling technique the construction in trench technique the direct pipe technique In case of HDD technique D GEO PIPELINE can be used to calculate the maximum allowable pressure of the drilling fluid and to assess whether this maximum pressure remains higher than the minimum required drilling pressure The design is completed by means of a pipe stress analysis In case of micro tunneling D GEO PIPELINE can be used to calculate the minimal face support pressure to prevent the possibility of collapse in of the soil in front of the micro tunneling shield and also the maximum face support pressure which should not be exceeded to prevent uplift of the soil above the micro tunneling machine or a blow out of drilling fluid towards the surface In case of installation in a trench D GEO PIPELINE can be used to check the uplift safety as the soil cover above the pipeline may be insufficient to withstand the buoyant force of an empty pipeline In case of direct pipe D GEO PIPELINE can be used to calculate the thrust force necessary to install the pipeline It also calculates the minimal and maximum face support pressure like the micro tunneling method Easy and efficient D GEO PIPELINE has proved to be a powerful tool in the everyday engineering practice of designing pipelines constructed by means of horizontal directional drilling micro tunneling or trenching D GEO PIPELINE s graphical user interface allows both
44. the stress assessment is carried out the calculated stresses are compared with allowable stresses according to the specifications described in the NEN 3650 series 170 of 362 Deltares Tutorial 2 Stress analysis of steel pipes and polyethylene pipes 6 3 Check on Calculated StressesPipe Pipe 1 Load combinatio Load combinatio n1 n2 Load combination 3 Sigma_AxMax lt LongStrength DamageFactor Sigma_TanMax lt LongStrength DamageFactor Load combination 4 Sigma_AxMax lt ShortStrength DamageF actor Sigma_TanMax lt ShortStrength DamageFactor Sigma_ptest lt ShortStrength DamageFactor Sigma_py lt LongStrength DamageFactor Sigma_AxMax lt LongStrength DamageFactor Sigma_TanMax lt LongStrength DamageF actor All stresses in all conditions are allowable Max allowable Load Load Load Load Load stress combination1A combination1B combination2 combination3 combination4 N mm Sigma_ptest 10 00 short 25 Sigma_py 8 00 long 20 Sigma_axial 10 00 short 09 33 Sigma_axial 8 00 long 0 1 13 Sigma _tang 10 00 short 0 1 Sigma tang 8 00 long 15 3 1 Stresses in pipeline Wmm The deflection of mm 8 0 x S x Do The deflection is allowable For piggability the maximum allowable deflection of the pipeline is 20 0 mm 5 0 x Do The deflection is allowable the pipeline is 2 6 mm 0
45. 1 10 steel only The maximum representative pulling force is 393 kN calculation factor excluded At this pulling force level the stresses in the pipeline are equal to the maximum allowable stress Figure 10 11 Report window Calculation Pulling Force 10 7 Calculated drilling fluid pressures The existence of soft organic soil layer with low strength and high deformability characteristics influences the results of the maximal allowable drilling fluid pressures 35 Click Results and select Drilling Fluid Pressure Plots on the menu bar to open the Drilling Fluid Pressure window Figure 10 12 and to look at the results of the drilling fluid pressure calculations for the pilot drilling The graph shows the maximum allowable pressures upper limit related to soil cover and lower limit related to deformation of the borehole and the minimal required drilling fluid pressure for transportation of the cuttings Notice that for the pilot stage the minimal allowable drilling fluid pressure is higher than the maximal allowable drilling fluid pressure at the last part of the upward bend of the drilling This means that the risk of a blow out is present so that measures are required 180 of 362 Deltares Tutorial 3 Influence of soil behavior on drilling fluid pressures and soil load on the pipe D Drilling Fluid Pressures ing L Reaming and pullback operation Drilling Fluid Pressures during Pilot 200 0 000 4 E f
46. 1 and Title 2 respectively in the Identification tab 7 Click OK 10 2 Geometry of the longitudinal cross section This tutorial considers a layered soil sequence The typical Dutch soil sequence of a soft organic clay layer on top of a coarse sand layer will be considered The organic clay layer is compressible and exhibits a low permeability while the sand layer is assumed incompressible and exhibits a high permeability The new soil layers should be specified in the geometry window 8 In the View Input window switch to the Geometry tab to edit the existing soil layer se quence 9 Click the Add single line icon from the Edit sub window to draw an additional top line of a soil and position the straight line at Z 5 m 10 Click the Automatic regeneration of geometry on off El icon to regenerate the geometry 11 Click the Add pl line s icon from the Edit sub window and position the level of the artesian groundwater at coordinate Z 8 m The blue dashed line which appears in the longitudinal cross section represents the second groundwater line PL line The second groundwater line is used to specify the water pressure distribution in the sand aquifer D View Input E Geomety input Top View Edt 2 sa BSTS i E di ee ell Layers E 2 sity Sand C 1 Sity Sand 100 000 200 000 L 44 00 Add pines Current object None Figure 10 3 View Input window Geometry tab 10 3 Soil
47. 10 1 and soil load on the pipe This third exercise considers installation of a polyethylene pipeline by using the technique horizontal directional drilling The exercise focuses on the soil behavior and elucidates the effect of drained and undrained soil layers on the calculation of the drilling fluid pressures and elucidates the effect of compressible and incompressible layers on the calculation of the soil load on the pipeline The objectives of this tutorial are To calculate the drilling fluid pressures for a layered soil sequence To calculate the soil load for a layered soil sequence Schematization of a layered soil sequence with artesian groundwater The following module is needed D GEO PIPELINE Standard module HDD This tutorial is presented in the file Tutorial 3 dri Introduction to the case This tutorial is based on continuation of the file used in Tutorial 2c chapter 9 The steel pipe is the same but the layered soil sequence is different as shown in Figure 10 1 The properties of the two layers are given in Table 10 1 S S x 4 sl D E RS l W Oo P I l A ae 8m Ve I i s PL line 2 T T x l l Figure 10 1 Pipeline configuration for Tutorial 3 Deltares 173 of 362 D GEO PIPELINE User Manual Table 10 1 Layer properties Tutorial 3 Coarse sand Soft organic clay Dry unit weight kKN m gt 18 13 Wet unit weig
48. 11200224 Steel B io o 6 250 ToDoBool o o on O 89732 295228 24 O Geo Pipeline 63267 2013 134220 80 oo 6 w 0 6 1212507 11200224 Steel u w 6 270 Tobobool o o o smn O 29732 295228 25 DGeo Pipeline 63 267 2013 13 4220 80 o 6 w o 6 1212507 11200224 Steel 15 200 o 6 2 ToDoBool o o sn O 897 32 295228 z D GeoPineine 63267 2013 134220 80 o 6 wo o 61212507 11200224 Steel 16 220 06 310 Tobobo o o on O es7a2 29228 Ea D Geo Pipeline 63 267 2013 13 4220 20 o 6 w 0 6 1212507 1 1200 224 steel 7240 6330 Tetotenl o o o om 0 89732 295228 23 D Geo Pipeline 63 267 2013 13 4220 80 o 6 w0 o 6 1212507 1 120 224 Steel 18260 o 6 350 ToDoBool o o o sm O 897 32 295228 s D GeoPipeine 63267 2013 134220 20 o 6 w o 61212507 11200224 Steel 19 280 0 6 370 Tobobool o o on O 88732 295228 20 O Geo Pipeline 63 267 2013 134220 20 o 6 w 0 6 1212507 11200224 steel 20300 06 380 Toot o o o am O 89732 295228 ai DGeo Pipeline 63 267 2013 13 4220 20 o 6 w o 6 1212507 11200224 Steel 21 320 o 6 410 ToDeBool o o sm O 897 32 295228 Eat D GeoPipeine 63267 2013 134220 20 o 6 w 0 6 1212507 11200224 steel 22340 0 6 430 ToboBool o o on O 80732 295228 3 O Geo Pipeline 63267 2013 13 4220 80 o e ao 0 6 1212507 1 1200224 steel 230 6450 Toot o o o an 0 89732_ 295228 al D Geo Pipeline 63 267 2013 13 4220 30 o 6380 o 6 1212507 11200224 Steel 24 2 o 6 470 TodeBool o o sn O 897 32 295228 CSV export file for Tutorial 9 General data abo
49. 2 Internal stress due to design pressure in N mm see Equation 25 33 for thin pipe and Equation 25 35 for thick pipe Internal axial stress due to design pressure in N mm tion 25 37 Internal stress due to test pressure in N mm see Equation 25 34 for thin pipe and Equation 25 36 for thick pipe 2 see Equa 109 of 362 D GEO PIPELINE User Manual Load Combination 3 In operation situation without pressure This part of the report displays the calculated axial and tangential stresses when the pipe is in operation without internal pressure See section 25 5 4 for background information 6 2 4 Load Combination 3 In Operation Situation without Pressure Axial stress Sigma_b Mb VVb Elb 0 77 Rmin VV b Maximum axial stress Sigrna_a max Tangential stress Sigma_gr k qr rg w Do Sigma_gn k qn rg VVw Do Maximum tangential stress Sigma_t max 347 347 39 182 220 imm imm imm imm imm Figure 6 16 Report window Stress analysis for load combination 3 Sigma_b Axial bending stress in N mm see Equation 25 38 Sigma_a max Maximum axial stress in N mm see Equation 25 39 Sigma_qr Stress due to soil reaction in N mm see Equation 25 40 Sigma_qn Stress due to reduced vertical load in N mm see Equation 25 41 Sigma_t max Maximum tangential stress in N mm see Equation 25 42 Load Combination 4 In operation with internal pressure This part of th
50. 24 88 Warning window before calculation about allowable radius 92 Error Messages window 1 0 ee 93 Report Selection window 1 1 a 95 Report window Drilling Fluid Data section 20 4 97 Report window Equilibrium between Drilling Fluid Pressure and Pore Pres Sure SECON o eaa d wk aed ek Rw a a a E a 98 Report window Settlements of soil layers below the pipeline section 99 Report window Subsidence section 00200 804 100 Report window Soil Mechanical Parameters section for HDD 101 Report window Soil Mechanical Parameters section for Micro tunneling 102 Report window Soil Mechanical Parameters section for Construction in trench 103 Report window Soil Mechanical Parameters section for Direct Pipe 105 Report window Buoyancy Control section 0004 106 Report window Calculation pulling force section 244 107 Locations of the characteristic points T1toT6 108 Report window Stress analysis for load combination 1A 108 Deltares List of Figures 6 14 6 15 6 16 6 17 6 18 6 19 6 20 6 21 6 22 6 23 6 24 6 25 6 26 6 27 6 28 6 29 6 30 6 31 6 32 6 33 6 34 6 35 6 36 6 37 6 38 6 39 6 40 Fal Te 7 3 7 4 To 7 6 7 7 7 8 19 710 7 11 7 12 7 13 7 14 15 7 16 LAr 7 18 7 19 7 20 1 21 Tae 7 23 7 24 8 1 Deltares Report window Stress analysis for load c
51. 31 Only available for HDD model Bending radius on the pipe roller de pending on the diameter of the product pipe Lowest level of the pipe called zg in Figure 4 31 Horizontal angle of the lowest straight part of the configuration The pulling force at characteristics points can be calculated for a pulling direction From left to right i e the left point is the entry point and From right to left i e the right point is the entry point Length of the pipeline segment in m If the pipeline is not installed segmentally use a value larger than the total length of the pipeline The length of the pipeline situated on a slope with an angle equal to the entry angle in m NOTE To model overbending enter a length of 0 m 4 6 2 Product Pipe Material Data 4 6 2 1 Product Pipe Material Data for HDD If the Horizontal directional drilling option in the Mode window section 4 1 1 is selected click Pipe on the menu bar and then choose Product Pipe Material Data to open the Product Pipe Material Data window in which the characteristics of the pipe material can be entered This data will be used for the strength calculation Depending on the choice between steel and polyethylene different values for the parameters need to be specified Steel pipe Different types of steel pipes can be selected from the database see Figure 4 33 User defined values can also be defined for a steel pipeline Deltares 67 of 362 D GEO PIPELIN
52. 362 1 4 3 1 5 D GEO PIPELINE User Manual poorly compacted Figure 1 10 Compaction of the fill after pipeline installation Uplift safety Pipeline installation in wet soft soil environments may lead to buoyant behavior of the pipeline In case of superficial installation the soil cover above the pipeline may be insufficient to with stand the buoyant force of an empty pipeline Direct Pipe module The thrust force necessary to install the pipeline should be predicted calculated in the design phase of the project Since the capacity of the Pipe Thruster is limited the success of the installation of long pipes is strongly related to the accuracy of the predicted thrust force The following mechanisms contribute to the thrust force Friction of the pipeline behind the thruster on the rollers Friction between pipeline and lubricant fluid Front force at the cutting head of the microtunneling machine Friction between pipeline and the borehole wall Friction due to buckling of the pipe History D GEO PIPELINE is formerly known as MDrill until version 5 1 This program is a dedicated tool for designing pipelines constructed using the horizontal directional drilling technique HDD the micro tunnelingor the construction in trench Deltares has been developing D GEO PIPELINE since 1992 The first successful pipeline installation using the HDD technique Horizontal Directional Drilling was carried out under a ri
53. 47 43 2 NewWizard 2 1 J aaa aa ea 47 43 3 Import Wo LM oe 50 4 3 4 Import geometry fromdatabase 220008 50 43 5 Export 22 SO 2 2 ee 51 4 3 6 Export as PlaxisfDOS 9MBR 4 51 43 7 LHS ee a ee gee ee ee ee a a ee 51 43 8 Points SERE W 52 43 9 ImportPL line A me ee 53 4 3 10 PL Lines A E MM n aa 53 4 3 11 Phreatic Line QAAR 2 ee 54 43 12 Layers ggmmm WR 2 2 2 ee 54 4 3 13 PL lines perLdyer NMA WR 2 2 2 2 24 56 4 3 14 Check Geometry Bem WP 2 2 ee 58 GeoObjects menu ooo a a a 58 4 4 1 Boundaries Selection ooo a 00004 59 4 4 2 Calculation Verticals ooo 0000002 eae 59 Loads menu amma Na o o a e 60 4 5 1 hape Coada W oeaan 60 Pipe menw WM 2 ee 61 4 6 1 Pipeline Configuration 2 2 2004 61 4 6 1 1 Pipeline Configuration for HDD 61 4 6 1 2 Pipeline Configuration for Microtunneling 63 4 6 1 3 Pipeline Configuration for Construction in trench 64 4 6 1 4 Pipeline Configuration for Direct Pipe 66 4 6 2 Product Pipe MaterialData 0 000008 67 4 6 2 1 Product Pipe Material Data for HDD 67 4 6 2 2 Product Pipe Material Data for Micro tunneling 71 4 6 2 3 Product Pipe Material Data for Direct Pipe 73 463 Engineering Data o a s
54. 6 x Do The maximum allowable deflection of the pipeline is 32 0 Figure 9 15 Report window Check on calculated stresses Tutorial 2c 41 Below the assessment table in paragraph 6 3 a check on short term and long term implo sion is described see paragraph 6 4 in Figure 9 16 Notice that the short term implosion check is based on the drilling fluid pressure during the pull back operation The long term implosion check is based on the water pressure at the level of the pipeline 6 3 4 Check for ImplosionPipe Pipe 1 During the pullback operation the drilling fluid gives an external pressure The highest minimum required drilling fluid pressure during the pullback operation is 249 kN m this is less than the maximum allowable external pressure of 1911 kN m In operation the water pressure at the lowest point of the drilling gives an external pressure The maximum water pressure equals 150 KN m this is less than the maximum allowable external pressure of 239 kNim Figure 9 16 Report window Check for Implosion Tutorial 2c 9 9 Conclusion This second tutorial analyzes the strength calculations during different stages of the HDD technique for steel and polyethylene pipes In both cases the report shows that all stresses for the different stages are allowable Deltares 171 of 362 D GEO PIPELINE User Manual 172 of 362 Deltares 10 Tutorial 3 Influence of soil behavior on drilling fluid pressures
55. 7 259 472 94 104 The minimum required drilling fluid pressure is calculated and can be compared with the calculated maximum allowable drilling fluid pressure The maximum pressure based on deformation indicates the formation of cracks around the borehole while the maximum pressure based on soilcover indicates a frac out towards the surface Figure 6 2 Report window Drilling Fluid Data section The following is an explanation of the column headings Vertical nr Number of the calculation vertical Max deformation kN m Max soil cover Maximum drilling fluid pressure refer to Equation 24 28 in section 24 2 2 for drained layers and to Equation 24 22 in section 24 2 1 for undrained layers For drained layers the determination of the maximum al lowable radius of the plastic zone p max can be related either to the deformation of the bore hole Ro max or to the soil cover Romax 0 5 H Refer to section 24 2 for the definition of the parameters _ Min left kN m Minimum drilling fluid pressure assuming that the drilling of the pilot is from left to right see section 24 1 for back ground information Deltares 97 of 362 6 2 1 2 D GEO PIPELINE User Manual Min right kN m Minimum drilling fluid pressure assuming that the drilling of the pilot is from right to left see section 24 1 for back ground information Report Equilibrium between
56. Allowable deflection of pipe Steel g 15 00 Bending moment PE H 11 40 Piggabiity Steel i po Allowable deflection of pipe PE 18 00 Piggability PE z 15 00 Unit weight water kN m 10 00 Safety factor cover drained layer H foso Safety factor cover undrained layer H foso Cancel Figure 9 5 Factors window 9 6 Calculation and Results Tutorial 2a The results of the pulling force calculation are shown in the D GEO PIPELINE report which is created automatically after finishing the calculations 16 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 9 6 1 Results of the pulling force calculation 17 Click Results and select Report on the menu bar to look at the results of the pulling force calculation The results can be found in paragraph 5 3 Figure 9 6 164 of 362 Deltares Tutorial 2 Stress analysis of steel pipes and polyethylene pipes 5 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 10 friction between pipe and drilling fluid f2 0 000050 N mm friction between pipe and soil f3 0 20 Due to the friction a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back th
57. Configuration window aoaaa a Ba aa 273 20 12 View Input window Input tab aoaaa a a 274 20 13 Product Pipe Material Data window aoao aa a 274 20 14 Boundaries Selection window oaoa aa a 275 20 15 Calculation Verticals window oao aoaaa a 276 20 16 Engineering Data window oaoa a a a 276 20 17 Operation Parameter Plots window Face support pressure tab 277 20 18 Operation Parameter Plots window Thrust Force tab 278 21 1 Pipeline configuration for Tutorial 14 n aoaaa aa aaa 280 21 2 Materials window ae TD 281 21 3 Layers window Materialstab o aoa a soaa a a 282 21 4 View Input window Geometry tab aa aoaaa 0000 ee eee 282 21 5 Boundaries Selection window oaoa a 283 21 6 Report window Results Stress Analysis aooaa 00 284 21 7 Report window Check on calculated stresses ooa 284 21 8 Report window Soil Mechanical Parameters naaa aa 285 22 1 Launch and reception shafts of the micro tunneling machine 290 23 1 Schematic diagram for calculation of the neutral vertical stress 293 23 2 Schematic diagram for the definition of parameters H4 Ho Yunsat and sat Figuiga 5 of NEINRBG50 1 WO saaana uaaa aa aa 294 23 3 The mobilization of the angle of internal friction in the development of the arch ingimechanism W cea eb ee ewe PP ee ee Pe are ae 295 23 4 Definitions of H h and Ah 0 00000 ee ee 296 23 5 Sc
58. Delta deg po o Poisson ratio Nu H jo Settlement Koppejarr Overconsolidation Ratio OCR H 1 30 Primary compression coefficient Below preconsolidation pressure Cp E 1 00E 09 Above preconsolidation pressure Cp 1 00E 09 Secondary compression coefficient Below preconsolidation pressure Cs Above preconsolidation pressure Cs 1 00E 09 t 1 00E 09 11 5 Finishing the geometry of the longitudinal cross section Cancel Help Figure 11 5 Materials window The defined soil properties have to be assigned to the drawn geometry of the longitudinal cross section groundwater levels are assigned already The assignments can be carried out by clicking geometry and choosing the subsequent described options on the menu bar 23 Click Geometry and select Layers on the menu bar to open the Layers window to assign the soil properties to the soil layers in the longitudinal cross section 24 Click on the tab Materials 25 Assign the soil properties given in Figure 11 6 26 Click OK to confirm the assignments Deltares 187 of 362 D GEO PIPELINE User Manual Boundaries Materials Available materials Layers Soft Clay 3 Silty Sand Medium Clay Soft Organic Clay Stiff Clay Coarse Sand Peat Loose Sand Dense Sand Sand Gravel Loam Muck Undetermined Coarse Sand Soft Organic Clay Figure 11 6 Layers window Materials tab Calculated soil mechanic
59. For each soil layer except the deepest layer two PL line numbers can be entered one that corresponds to the top of the soil layer and one that corresponds to the bottom Therefore different PL lines can be defined for the top and bottom of each soil layer To do this select the appropriate PL line at top PL line at bottom field and enter the appropriate number 56 of 362 Deltares Input D PlL lines per Layer xi Layer PL line Number at top PL line at bottom 8l 1 39 E z 39 99 ht 6 99 99 5 99 99 4 99 99 3 99 99 2 2 2 1 2 2 Cancel Help Figure 4 21 PL line per Layer window Note For the deepest soil layer no second PL line number is required For this layer a hydrostatic increase of the pore pressure is automatically assumed from the pore pressure at the top of the layer downwards The following values can be used as PL line numbers N 0 lt N lt 99 The number corresponds to one of the PL lines defined during the geometry input Capillary water pressures are not used that is if a negative water pressure is calculated for a point above the phreatic line the water pressure in that point is defined as 0 N 0 Each point within the layer has a water pressure equal to 0 define 0 for PL line at top of layer N 99 It is possible to have a number of overlying soil layers with a non hydrostatic pore pressure for example a number of layers consisting of cohesive so
60. Force kN T T T T 00 100 0 200 0 300 0 L coordinate m Thrus torce lubricated joat Thrust force not lubricated Maximum allowable thrust force is 10000 kN Figure 15 11 Operation Parameter Plots window Thrust Force tab 15 8 2 Uplift safety Since the pipeline is installed in a soft soil layer with a relative low wet density The uplift behavior of the empty pipeline should be evaluated D GEO PIPELINE calculates the uplift safety factor fupi using the following formula oO Opi foie 2 2 15 1 Juplitt where eae is the vertical effective stress pipe is the buoyancy of the pipe depending on the diameter of the pipeline and the water level Partial submerging is taken into account by D GEO PIPELINE Jupiitt is the uplift force 222 of 362 Deltares Tutorial 8 Uplift and thrust forces for micro tunneling 40 Select the Safety uplift tab As can be seen in Figure 15 12 the uplift safety is more than the required safety factor of 1 D Operation Parameter Plots Face suppott pressure L Thrust forces Safety uplift Uplift safety factor 5 a g S a L coordinate m Figure 15 12 Operation Parameter Plots window Safety uplift tab The uplift safety appears to be insufficient in the peat layer The uplift safety factor equals 0 8 The safety factors are shown in the report in paragraph 4 2 1 The reported tab
61. H o f140 Soilload Qn u fso Modulus of subgrade reaction NEN 8 feo Temperature 19 pio Soil load Qn NEN H fiio Traffic load o E Pressure borehole NEN H pio Miscellaneous Bending radius NEN fy 41 10 eare E H po Eevee E O BB Allowable deflection of pipe Steel fa 115 00 Bending moment PE H 41 40 Piggabiity Stee e po Allowable deflection of pipe PE jeo Piggabilty PE r 500 Unit weight water kNm 10 00 Safety factor cover drained layer i foso Safety factor cover undrained layer H foso Cancel Help Figure 4 48 Factors window HDD for steel pipe acc to the Dutch standard NEN Total unit weight Contingency factor on the total unit weight above and below the phreatic level f The default value is 1 1 as prescribed in Table B 2 of NEN 3650 1 NEN 201 2a Cu cohesion Contingency factor on the cohesion for drained and undrained con ditions fs The default value is 1 4 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Angle of internal Contingency factor on the angle of internal friction f The de friction Phi fault value is 1 1 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a E modulus Contingency factor on the Young s modulus fe The default value is 1 25 as prescribed in Table B 2 of NEN 3650 1 NEN 201 2a Pulling force Contingency factor on pulling forces f to take into account the stochastic distribution in the value of the different friction compo nents and th
62. In order to consider the strength of the pipeline calculations for five load combinations are carried out according to NEN 3650 Load combination 1A start of the pullback operation section 25 5 1 Load combination 1B end of the pullback operation section 25 5 2 Load combination 2 application of internal pressure section 25 5 3 Load combination 3 pipeline in operation without internal pressure section 25 5 4 Load combination 4 pipeline in operation with internal pressure section 25 5 5 Strength calculation for Load Combination 1A start of the pullback operation Axial stress At start of the pull back operation the axial bending stress gp is Mp _ fx X Ep X Ip Wo Rro X Wo Op 25 23 Note fkis the overall safety factor on moment as prescribed in article E 1 3 of NEN 3650 1 In D GEO PIPELINE this overall factor is indeed the contribution of three safety factors fu x Finstal fk Ta 25 24 where fm is the contingency factor on moment 1 27 for steel pipe and 1 4 for PE pipe fR is the contingency factor on bending radius 1 1 for steel pipe and 1 for PE pipe finsta_ is the load factor on installation 1 1 for steel pipe and 1 for PE pipe Deltares 325 of 362 25 5 2 D GEO PIPELINE User Manual The axial stress due to pull back is T Or fou X Fi 25 25 where Ti is the design pulling force due to friction of the pipeline on the roller lane see Equa tion 25 7
63. PIPELINE will use the default values for the five mentioned parameters Allowable thrust force The maximum allowable thrust force is usually specified by the manufacturer of the pipe Volume loss as per The volume loss determines the subsidence at the surface i e centage of overcut area the excess soil removed by the Micro Tunneling Boring Machine Relative displacement Relative displacement between soil columns necessary for full development of friction dg The default value is 10 mm Compression index Average compression index of the layers in which the pipe is installed C The default value for a very compressible soil se quence is 6 Modulus of subgrade The modulus of subgrade reaction also called bedding con reaction of lubrification stant of the lubrification fluid Ay lub fuia The default value is fluid 500 kN m Phi lubrication fluid Angle of internal friction of the lubrification fluid plub tluia The default value is 15 Adhesion lubrification Adhesion of the lubrification fluid Glub tluig The default value is fluid 5 kN m Factor phi for reduced Safety factor applied on the reduced soil stress The default soil load value is 0 5 Delta lubrification fluid Delta angle of the lubrification fluid The default value is 7 5 Friction with injection of The friction between the soil and the pipe in case of injection lubricant of lubricant M used for the calculation of the thrust forces Fi see Equ
64. Parameter Plots window Face support pressure tab From the graph Figure 14 18 it can be observed that for this simple tutorial situation the target face support pressure during the pipeline installation should be between the determined limits of the maximum allowable face support pressure and the minimum required face support pressure At the neutral pressure the face support pressure is in equilibrium with the current horizontal soil pressure 214 of 362 Deltares 15 Tutorial 8 Uplift and thrust forces for micro tunneling 15 1 This tutorial concentrates on the installation of a pipeline by using the micro tunneling tech nique and is a continuation of the previous tutorial It considers installation of a gas pipeline consisting of welded steel pipes The pipeline crosses underneath a railway by using micro tunneling The objectives of the exercise are To evaluate the thrust force To perform a check on the uplift safety The following modules are needed D GEO PIPELINE Standard module HDD Micro Tunneling module This tutorial is presented in the file Tutorial 8 dri Introduction to the case This tutorial considers a peat layer on top of the existing silty sand layer The risk on uplift of the empty pipeline in the peat layer is evaluated The possibility of an alternative longer micro tunneling trajectory is evaluated in this tutorial A longer pipe string yields increased friction forces which could possi
65. Pv n kKN m Neutral vertical soil load see Equation 23 1 in section 23 1 Ph n kN m Neutral horizontal soil load see Equation 23 12 in sec tion 23 5 1 Pyrin kN m Reduced neutral soil load see Equation 23 4 and Equation 23 8 in section 23 3 kv top kN m Vertical modulus of subgrade reaction at the top of the pipe see Equation 23 14 in section 23 6 1 dv mm Vertical displacement see section 23 10 kv kN m Vertical modulus of subgrade reaction at the bottom of the pipe see Equation 23 14 in section 23 6 1 Pv e kN m Vertical bearing capacity see Equation 23 26 in section 23 8 kh kN m Horizontal modulus of subgrade reaction see Equation 23 24 in section 23 7 1 Deltares 101 of 362 D GEO PIPELINE User Manual Ph e kKN m Horizontal bearing capacity see Equation 23 28 in sec tion 23 9 1 tmax kN m Maximal axial friction along the pipeline see section 23 11 1 dmax mm Displacement necessary to develop the maximal axial friction along the pipeline see section 23 12 1 6 2 4 2 Soil Mechanical Parameters for Micro tunneling Vertical nr Py nn kv top1 kv top2 dv ky Pyie kh Phe tax dmax kN m KN mZ 3 Soil Mechanical Data 3 1 Soil Mechanical Parameters The list with data and issues is shown hereafter Note safety factors not applied Pvp Pyin Phin Passive soil load kN rn Neutral soil load kN m Neutral horizontal soil l
66. Standard Advanced Allowable thrust force kN 10000 00 Volume loss as percentage of overcut area 4 fio Relative displacement mm poo Compression index I eo Modulus of subgrade reaction of lubrication fluid kKN m 500 00 Phi lubrication fluid deg 50 L Adhesion lubrication fluid kN m2 50 Factor phi for reduced soil load ie jso Delta lubrication fluid deg ps Friction Friction with injection of lubricant kPa ps Friction without injection of lubricant kPa fioo Cancel Help Figure 17 7 Engineering Data window 240 of 362 Deltares Tutorial 10 Subsidence after micro tunneling 17 5 Results Subsidence To view the calculation results for the subsidence trough as apparent at surface 19 To start the calculations click Calculation and select Starton the menu bar or press the function key F9 20 Click Results and select Subsidence Profiles from the menu bar to open the Subsidence Profiles window Figure 17 8 21 Check the box labeled Fix axis click on the vertical number edit box Now move through the verticals by using the up down arrows on the key board 000 Lateral distance from vertical m Figure 17 8 Subsidence Profiles window for vertical 1 Deltares 241 of 362 D GEO PIPELINE User Manual 242 of 362 Deltares 18 Tutorial 11 Installation of pipeline in a trench 18 1 This tutorial considers installation of a concrete sewer by me
67. Tmax A 183 N mm Maximum axial stress Sigma_a max 530 Nimm Tangential stress Load qr on pipeline due to reaction of soil in bends according to NEN 3650 1 annex 5 D3 3 qr kv Y 0 922 Lambda 2 E 1 0 77 Do R Lambda kv Do 4 E 1 0 25 1 8E 4 mm 1 qr 0 0977 Nimim Sigma_gr k gr raw Do 39 Nimm Maximum tangential stress Sigma_t max 39 N mm Figure 6 14 Report window Stress analysis for load combination 1B Sigma_b Sigma_t Sigma_a max Lambda qr Sigma_qr Sigma_t max Axial bending stress in N mm see Equation 25 27 Axial stress due to pull back in N mm see Equation 25 28 Maximum axial stress in N mm see Equation 25 29 Characteristic stiffness between the pipeline and the soil in mm see Equation 25 13 Soil reaction in N mm see Equation 25 11 Stress due to soil reaction in N mm see Equation 25 31 Maximum tangential stress in N mm see Equation 25 32 Load Combination 2 Application internal pressure This part of the report displays the calculated stresses when the internal pressure is applied See section 25 5 3 for background information 6 2 3 Load Combination 2 Application Internal Pressure Due to internal pressure Sigma_py pd Do t 2 t 15 N mm Sigma_px 0 5 Sigma_py 8 N mm Sigma_ptest sf pt Do t 2 t 23 N mm Sigma_py Sigma_px Sigma_ptest Deltares Figure 6 15 Report window Stress analysis for load combination
68. Tutorial 2c gt Deltares 169 of 362 D GEO PIPELINE User Manual 33 Click the Save button to save the file for Tutorial 2c 34 Click Pipe and select Product Pipe Material Data on the menu bar to open the Product Pipe Material Data window for specification of the dimensions and properties of the product pipe 35 Select Polyethylene as Pipe material for Pipe 1 36 Enter the values given in Table 9 1 37 Click OK to confirm Pipe material Item name C Steel Polyethene Database Material quality P PET 00 Young s modulus short N mm 2 fi 200 00 Young s modulus long N mm f300 o0 Allowable strength short N mm fi 0 00 Allowable strength long N mm 18 00 Tensile factor H 0 65 Outer diameter product pipe Do mm 400 00 Wall thickness mm 36 40 Unit weight pipe material kN m 9 54 Design pressure Bar 4 00 Add Insert Test pressure Ba 5 00 Delete Rename gt Temperature Variation Deg C 5 00 Cancel Help Figure 9 14 Product Pipe Material Data window Tutorial 2c 38 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 39 Click Results and select Report on the menu bar to look at the results of the calculated axial and tangential stresses for each load combination installation stage in paragraph 6 2 40 Continue looking at the report and scroll down to paragraph 6 3 In the table Figure 9 15
69. View Input window 4 Save the project by clicking Save As in the File menu and by entering lt Tutorial 1 gt as project name 5 Click Save to close this window Project Properties To give the project a meaningful description follow the steps described below 6 On the menu bar click Project and then choose Properties to open the Project Properties window Figure 8 4 Project Properties xi Identification View Input Title 1 Tutorial 1 for D Geo Pipeline Title 2 Calculation of the drilling fluid pressure Title 3 Date 013 IV Use current date Drawn by o PoiectID S Annex ID L O J7 Save as default Cancel Help Figure 8 4 Project Properties window Identification tab 7 Fillin lt Tutorial 1 for D GEO PIPELINE gt and lt Calculation of the drilling fluid pressure gt for Title 1 and Title 2 respectively in the Identification tab Deltares 145 of 362 8 2 3 D GEO PIPELINE User Manual In the other tab of the Project Properties window some defaults values are modified in order to make the graphical geometry more understandable 8 Select the View Input tab Figure 8 5 to change the settings of the View Input window Identification View Input Display Labels IV Info Bar IV Points IV Legend IV Calculation Verticals J Same Scale for x and y Axis IV Layers JV Layer Colors Layer labels as Bulers Layer Numbers C Material Numbers Iv Goon C Material Names J7 Large Cu
70. 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 as a Windows Meta File wmf a Drawing Exchange File dxf or a text file txt Export Report This option allows the report to be exported in a different format such as PDF or RTF Export Results as xml This option allows the inputs and results to be exported in an XML format Export Results as csv This option allows the inputs and results to be exported with the SCIA pipeline wizard in a csv format Excel For detailed information refer to section 3 1 2 Deltares 29 of 362 D GEO PIPELINE User Manual Page Setup This option allows definition of the way D GEO PIPELINE 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 GEO PIPELINE to choose the best fit for the page Print Preview Active Window This option will display a print preview of the current contents of the View Input or Results windows Print Active Window This option prints the current contents of the View Input or Results windows Print Preview Report This option will display a print preview of the calculation report Print Report This option prints the calculation
71. Z coordinate m 6 000 ya Right point X coordinate m 190 000 Right point Y coordinate m 0 000 Right point Z coordinate m 6 000 Angles entry exit Angle left deg 0 10 Angle right deg 0 10 Bending radius Bending radius left m 1 000 Bending radius right m 1 000 Bending radius pipe on roller mi 40 0 Pipe between radii Lowest level of pipe m 6 000 Angle of pipe deg foo Thrusting direction product pipe From left to right From right to left Figure 14 11 Pipeline Configuration window 34 Click OK to confirm 35 Now examine the micro tunnel trajectory in the nout tab Figure 14 12 and Top View tab of the View Input window Deltares 209 of 362 D GEO PIPELINE User Manual Top o ae oI 105 3 E 205 3 255 27 ee anim Figure 14 12 View Input window Input tab 14 5 Pipe Material Data The pipe material of the pipe which will be installed by micro tunneling is chosen The char acteristics of the pipe must be specified as well 36 Click Pipe from the menu and select Product Pipe Material Data to open the Product Pipe Material Data window 37 Enter the values as presented in Figure 14 13 x Pipe material a e A Steel C Synthetic C Concrete Material quality H teaz Outer diameter product pipe Do mm 120000 Overcut on radius mm fs Wall thickness mm 2240 8 8 Young s modulus N mm 2 feoseoo 00 Unit weight pipe material kN m
72. after micro tunneling Current object None Figure 17 4 View Input window Top View tab Note The horizontal bending is indicated with a black bold line in the top view Figure 17 4 Figure 17 5 View Input window Input tab 17 3 Material data After the input of the drilling line the pipe material is chosen 15 Click Pipe from the menu and select Product Pipe Material Data to open the Product Pipe Material Data window 16 Enter the values as presented in Figure 17 6 Deltares 239 of 362 D GEO PIPELINE User Manual x Pipe material Steel C Synthetic C Concrete Material quality H Steel 240 Outer diameter product pipe Do mm 1200 00 Overcut on radius mm 20 Wall thickness mm 22 40 Young s modulus N mm 205800 00 Unit weight pipe material kN m 78 50 Cancel Help Figure 17 6 Product Pipe Material Data window The overcut on the radius amounts to 20 mm which equals 40 mm on the diameter of the pipeline 17 4 Engineering Data The percentage of volume loss is specified in the Engineering Data window In this tutorial a value of 110 is chosen so that the effect of drilling with a relative low face pressure lower than the neutral face pressure is incorporated 17 Select Engineering Data from the Pipe menu bar to open the Engineering Data window 18 Enter the values as given in Figure 17 7 Engineering Data E xj Miscellaneous
73. at the bottom of the View Input window To turn this option off click the escape key Deltares 25 of 362 2 2 4 2 2 5 2 2 6 D GEO PIPELINE User Manual Add calculation vertical Click this button to graphically define the position of a vertical Undo zoom Click this button to undo the zoom If necessary click several times to retrace each consecutive zoom in step that was made Zoom limits Click this button to display the complete drawing Same scale for X and Y axis Click this button to use the same scale for the horizontal and vertical directions Automatic regeneration of geometry on off When selected the program will automatically try to generate a new valid geometry whenever geometry modifications require this During generation poly lines solid blue are converted to boundaries solid black with interjacent layers New layers receive a default material type Existing layers keep the materials that were assigned to them Invalid geometry parts are converted to construction elements Automatic regeneration may slow down progress during input of complex geometry because validity will be checked continuously Undo Click this button to undo the last change s made to the geometry Redo Click this button to redo the previous Undo action Delete Click this button to delete a selected element Note that this button is only available when an element is selected Info bar This bar situated at the b
74. belangri jke waterstaatswerken Additional requirements for pipelines in or nearby important public works in Dutch O Reilly M P and B M New 1982 Settlements above tunnels in U K U their magnitude and prediction Tunneling S82 pages 173 181 Terzaghi K 1943 Theoretical soil mechanics John Wiley amp Sons Inc New York Deltares 359 of 362 D GEO PIPELINE User Manual 360 of 362 Deltares Deltares sustems PO Box 177 31 0 88 335 81 88 2600 MH Delft sales deltaressystems nl Rotterdamseweg 185 www deltaressystems nl 2629 HD Delft The Netherlands
75. bore hole m pulling force kN T1 0 7 T2 25 27 T3 129 71 T4 155 81 T5 260 129 T6 284 138 The calculated pulling force is the mean value It is recommended to use a contingency factor of at least 1 4 for he stress analysis In the subsequent pipe stress analysis a factor of 0 00 is used and a load factor of 1 00 steel only Figure 13 5 Report window Calculation Pulling Force Notice that the total pulling force is divided over the pipelines in the bundle for pipe stress analysis purposes The pipe stress analysis per pipeline is described in the paragraphs 6 to 10 202 of 362 Deltares 14 Tutorial 7 Face support pressure for micro tunneling This seventh tutorial considers installation of a gas pipeline crossing underneath a railway by using micro tunneling The gas pipeline consists of steel pipe sections The exercise focuses on the basic calculation set up for micro tunneling in D GEO PIPELINE The objectives of the exercise are To make a schematization of the pipeline installation by micro tunneling To evaluate the minimal required and maximal allowable shield pressure at the face of the tunneling machine The following modules are needed D GEO PIPELINE Standard module HDD Micro Tunneling module The result of this tutorial is presented in the file Tutorial 7 dri 14 1 Introduction to the case Micro tunneling in general uses a remote controlled micro tunnel boring machine MTBM The mic
76. can optionally define their own preferences for some of the program s default values through the following tabs section 3 2 1 View tab section 3 2 2 General tab section 3 2 3 Locations tab section 3 2 4 Language tab section 3 2 5 Modules tab 32 of 362 Deltares General 3 2 1 Program Options View D Program Options General Locations Language Modules Figure 3 3 Program Options window View tab Toolbar Mark the relevant check box to display the tool bar and or status bar Status bar section 2 2 6 each time D GEO PIPELINE is started Title panel Mark this check box to display the project titles as entered on the Iden tification tab of the Project Properties window section 4 1 2 in the title panel section 2 2 5 at the bottom of the View Input window 3 2 2 Program Options General D Program Options Figure 3 4 Program Options window General tab Deltares 33 of 362 D GEO PIPELINE User Manual Startup with Save on Calculation Use Enter key to Click one of these toggle buttons to determine how a project should be initiated each time D GEO PIPELINE 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 automat ically New project A new project is created comprising a sheet pile wal
77. cross section 21 Assign the properties of the defined layer Soft Organic Clay to layer number 2 in the lon gitudinal cross section The defined properties of Soft Organic Clay are assigned to layer Number 2 by clicking the Assign icon L in between the left and the right column Fig ure 18 6 246 of 362 Deltares Tutorial 11 Installation of pipeline in a trench xi Boundaries Materials Available materials Layers Soft Clay Soft Organic Clay Medium Clay mi Silty Sand Stiff Clay Peat Loose Sand Dense Sand Undetermined Silty Sand D Soft Organic Clay Figure 18 6 Layers window Materials tab 22 Click on the OK button to quit the window and return to the Geometry tab of the View Input window to look at the change of layers name in the legend Figure 18 7 1 fi A Rams nia ae E L 123 00 Z 10 00 Add pline s Current object None Figure 18 7 View Input window Geometry tab 18 5 3 PL Lines per Layer 23 Click Geometry and select Pl lines per Layers on the menu bar to open the PL lines per Layer window to assign the defined PL lines to the soil layers in the longitudinal cross section Those information s are used for the calculation of the groundwater pressure distribution 24 The groundwater pressure at the top of the Soft Organic Clay layer should be calculated based on the hydraulic head of PL line 1 the phreatic line Figure 18 5 Since the Coars
78. flow of drilling fluid from the drilling head to the entry or exit point The return flow transports loosened soil material The necessary fluid pressure depends on QO The difference in elevation between the bore hole and the exit point of the return flow O The minimum required pressure necessary to cause a return flow soil material included over a certain distance When the entry and exit points are not on the same level the minimum required drilling fluid pressure depends on the direction of the drilling from left to right or from right to left D GEO PIPELINE calculates the minimum required drilling fluid pressure for both cases The maximum allowable pressure depends on the strength of the soil around the bore hole When the required drilling pressure is higher than the maximum allowable pres sure there is a risk a blow out may occur In that case the pipeline configuration must be changed For instance by choosing a lower pipe level or by moving the entry or exit point The calculations of the minimum and maximum drilling fluid pressures for the three stages pilot pre ream and pull back are performed in the user defined verticals The results of the calculations are written to a report file see section 6 2 1 For background information see chapter 24 Pipe stress analysis only for HDD In the pipe stress analysis the pulling forces during the pull back operation the max imum acting stresses in the pipe materia
79. fluid f2 0 000350 N mm7 friction between pipe and soil f3 0 30 Due to the friction a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back the pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected bore hole m pulling force kN T1 o 4610 T2 43 4701 T3 338 6579 T4 1441 14235 T5 1716 16676 T6 1790 16832 The calculated pulling force is the mean value It is recommended to use a contingency factor of at least 1 4 for the stress analysis In the subsequent pipe stress analysis a factor of 0 00 is used and a load factor of 1 20 steel only The maximum representative pulling force is 0 KN calculation factor excluded At this pulling force level the stresses in the pipeline are equal to the yield strength Figure 6 11 Report window Calculation pulling force section The following is an explanation of the column headings Characteristic points Points at different locations along the drilling line see Fig 7 ure 6 12 T1 and T6 are the entry and exit points respectively Length pipe in borehole Length of the pipe between the entry point and the characteristic point Expected pulling force Calculated pulling forces without usin
80. four buttons enable the user to browse through the w w fo a report by respectively moving to first page moving to previous page moving to next page or moving to last page Another way of quickly browsing through the report is by en Page is of19 tering a page number in the input field on the toolbar and pressing the Enter key Deltares 95 of 362 6 2 1 D GEO PIPELINE User Manual The output file consists of First page o Date and time of report O File name QO Project identification as inputted in section 4 1 2 Table of Contents Input Data chapter gives an echo of the input Drilling Fluid Pressures chapter gives the results plots and tables of the drilling fluid pressures calculation for the three stages of the HDD technique section 6 2 1 Deformations chapter gives o the settlements of soil layers below the pipeline section 6 2 2 O the subsidence for Micro Tunneling model section 6 2 3 Soil mechanical parameters chapter which gives the soil mechanical data section 6 2 4 Data for Stress analysis chapter includes buoyancy control and pulling forces calcula tion of the HDD technique section 6 2 5 Stress analysis chapter gives the stress results for the 5 load combinations 1A 1B 2 3 and 4 of the HDD technique or the Direct Pipe method section 6 2 6 Operation Parameters chapter gives o the uplift check and the hydraulic heave check for Trenching section 6 2 7 O t
81. frequent and infrequent D GEO PIPELINE users to evaluate the feasibility of pipeline configurations Complete functionality D GEO PIPELINE provides the complete functionality for the design of pipelines installation Deltares 1 of 362 1 2 1 2 1 D GEO PIPELINE User Manual Product integration D GEO PIPELINE is an integrated component of the Deltares Systems This means that rel evant data with MGeoBase central project database D GEO STABILITY formerly known as MStab stability analysis MSeep seepage and D SETTLEMENT formerly known as MSet tle settlements can be exchanged MGeobase is used to create and maintain a central project database containing data on the measurements geometry and soil properties of sev eral cross sections D GEO PIPELINE also interacts with Scia Pipeline program for advanced structural analysis of pipeline behavior by exporting the D GEO PIPELINE results in a csv file Installation of pipelines Pipelines are an important part of the linear infrastructure They are the lifelines of our modern society Successful operation of a pipeline system on long term is strongly related to the quality of the engineering works carried out before the installation of the pipeline The installation of pipelines is carried out in trenches from times immemorial After excavation of the trench the pipeline is installed on the bottom of the trench and is subsequently covered by the excavated soil Since the s
82. how to obtain them visit www deltaressystems com When selecting the geometry it is imported into the current project replacing the current geometry The imported geometry is displayed in the View Input Geometry window It is also possible to use this option to analyze the settled geometry at different stages as all other input is retained Import geometry from database To be able to import a geometry from a database this option has to be provided with the purchased version of D GEO PIPELINE To import a geometry from a database do the following Click Import from Database in the Geometry menu The Select Geometry dialog will appear 50 of 362 Deltares 4 3 5 4 3 6 4 3 7 Input Again the imported geometry will replace the current one and will be displayed in the View Input Geometry window Note This option is only available when the correct database directory has been specified using the Locations tab in the Program Options menu see section 3 2 3 For more informa tion on MGeoBase visit www deltaressystems com Export This option displays a standard Save As dialog that enables the user to choose a directory a file name and a format in which to save the current geometry to a file The file will be saved in the standard geometry format for the Deltares Systems programs geo Files in this format can be used in a multitude of Deltares Systems programs such as D GEO STABILITY formerly known as MSt
83. in the adjacent Geometry win dow Grid Show grid Enable this check box to display the grid points Snap to Grid Enable this check box to ensure that objects align to the grid automatically when they are moved or positioned in a graph Grid distance Enter the distance between two grid points Enable the Save as default check box to use the current settings every time D GEO PIPELINE is started 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 GEO PIPELINE main window Click on the Print Active Window El icon to print the file Soil menu The Soil menu is used to enter the soil properties for the analysis In the Soil menu choose Materials to open the Materials input window in which the soil type properties can be defined The Properties can either be imported directly from an MGeoBase database Database tab or be inputted manually Parameters tab Manual input of standard parameters section 4 2 1 Manual input of settlement parameters acc to Koppejan section 4 2 2 Manual input of settlement parameters acc to Isotache section 4 2 3 Import from database section 4 2 4 42 of 362 Deltares 4 2 1 4 2 2 Input Materials Standard If the Use settlement check box in the Model window section 4 1 1 is unmarked the following window is displayed x Material name Total Unit Weight Sof
84. l l l l l l l l l l v Figure 29 3 Stress distribution under a load column y Effective stress and pore pressure The pore pressure u at vertical position z is defined as u z Owater 2 max h z 2 0 x w 29 4 The effective stress o at vertical position z is defined as o z BaP soi 2 Adioaa 2 u 2 29 5 with O water z Max Kewal surface 0 X Yw where zZ Zwater Zsurface T soil O water Ao load Deltares is the vertical co ordinate in m is the vertical position of the phreatic level in m is the vertical position of the ground level in m is the user defined hydraulic head in the Pl lines per Layer window sec tion 4 3 13 see section 29 1 is the stress due to soil weight in kN m see Equation 29 1 is the stress due to a water level above the soil surface in kN m is the incremental stress due to loads in KN m see Equation 29 3 355 of 362 D GEO PIPELINE User Manual 356 of 362 Deltares 30 Benchmarks Deltares Systems commitment to quality control and quality assurance has leaded them to develop a formal and extensive procedure to verify the correct working of all of their geotech nical 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 benchm
85. maximum support pressure should not be exceeded to prevent uplift of the soil above the micro tunneling machine or a blow out of drilling fluid towards the surface The support pres sure at which the soil deformations are minimal during drilling should be in between the two limits At the neutral pressure the face support pressure is in equilibrium with the current horizontal soil pressure 48 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 49 Click Results and select Operation Parameter Plots from the menu bar to open the Oper ation Parameter Plots window Face support pressure Thrust forces Edit 4 Front force r ty ere TOE ey N Z a i Took A a a wei ie lal e So A i Sy f WY z I aN g 40004 J KS g P Pa wv a rid Fi E Pa M NN 2 W o a My a vA Pa _ s a h y ter aa nN i 0 0 T T T 00 200 0 400 0 200 0 200 0 L co ordinate m Maximum front force Figure 20 17 Operation Parameter Plots window Face support pressure tab From the graph Figure 20 17 it can be observed that for this simple tutorial situation the target face support pressure during the pipeline installation is between the determined limits of the maximum allowable face support pressure and the minimum required face support pressure 20 10 Results Thrust Force 50 Open the Operation Parameter Plots window from the Results
86. menu and select the Thrust forces tab Figure 20 18 This graph shows the calculated thrust force versus the length of pipe jacked into the subsur face The thrust forces are allowable It should be mentioned that the capacity of the jacks is limited In general the maximum capacity is about 600 ton 6000 kN so that for larger lengths intermediate jacks are required Deltares 277 of 362 D GEO PIPELINE User Manual Figure 20 18 Operation Parameter Plots window Thrust Force tab 278 of 362 Deltares 21 21 1 Tutorial 14 Stress Analysis Direct Pipe This tutorial considers installation of a pipeline using the direct pipe method The pipeline consists of steel pipe sections The exercise focuses on the stress analysis for direct pipe in D GEO PIPELINE The objectives of the exercise are To evaluate the stress analysis The following modules are needed D GEO PIPELINE Standard module HDD Direct Pipe module The result of this tutorial is presented in the file Tutorial 14 dri Introduction to the case In D GEO PIPELINE it is assumed that the pipeline remains fixed at the specified location and that settlement of the soil layers below the pipeline does not influence the pipeline Therefore a relative simple pipe stress analysis can be performed The stresses in the pipeline are calculated for the different installation stages According NEN 3650 an additional calculation is made for application of internal
87. mode should be active Then it is possible to select an element by clicking the left hand mouse button To select a layer click on the layer number material number or material name depending on the option chosen in the Properties dialog in the Project menu When successfully selected the element will be displayed highlighted for example a point will be displayed as a large red box instead of a small black box The following remarks are relevant to selection accuracy and ambiguity Ambiguous selection A selection of geometrical elements can be ambiguous Figure 7 13 gives an example a user may want to select a point a boundary line a boundary or a PL line As several elements are in close proximity to each other D GEO PIPELINE does not automatically select an element Figure 7 13 Selection accuracy as area around cursor Deltares 137 of 362 7 5 2 D GEO PIPELINE User Manual In this case D GEO PIPELINE requires the user to assign the element that is to be selected by displaying a pop up menu Figure 7 14 with the available types of elements within the range of the selection click It is possible to select the element from this menu Select PL Line 1 Select PL Line 2 Select Boundary Line Figure 7 14 Selection accuracy as area around cursor Clear selection It is possible to clear a selection by clicking in an area without geometry elements in the direct area Deletion of elements Click the Delete butt
88. moment Rep is the minimum specified yield strength in kN m For a pipeline with the following properties p 210000 N mm Reb 240 N mm y 1 1 about half the strength of the steel is available for bending stresses while the remaining half is used for stresses due to pulling force internal pressure etc The design radius R for steel pipes should also be checked for soil reaction pressure due to bending according to article E 1 4 of NEN 3650 1 R gt 1000 x Dy for small pipe diameter Do lt 0 4 m 22 2 RSC x 4 D lt i for large pipe diameter D gt 0 4 m 22 3 where C is a constant without dimension depending on the soil type as shown in Table 22 2 Table 22 2 Values of constant C according to table E 1 of NEN 3650 1 Soil type C Dense packed sand 8500 Moderate packed sand 9400 Loose packed sand 10200 Stiff Clay 10500 Medium stiff clay 11500 Soft clay and Peat 12500 In D GEO PIPELINE the soil type is a function of the cohesion and the friction angle of the soil as shown in Table 22 3 288 of 362 Deltares Design of a pipeline Table 22 3 Soil type as a function of the cohesion and the friction angle Soil type pL c kN m Constant C Dense sand yp gt 32 5 c lt 0 5 8500 Medium dense sand yp gt 32 5 c gt 0 5 9400 Medium dense sand 30 lt y lt 32 5 9400 Loose sand 25 lt y lt 30 c lt 1 10200 Stiff s
89. more freedom when modifying the geometry Note When the Add point s to boundary PL line button is clicked each left hand mouse click adds a new point to the nearest line until one of the other tool buttons is selected or click the right hand mouse button or press the Escape key Generate layers Use the Automatic regeneration of geometry on off button amp to start or stop the automatic conversion of construction elements to actual boundaries and layers Valid poly lines are converted to boundaries which are displayed as black lines Invalid lines remain blue Layers are generated between valid boundaries and default soil types are assigned It is possible to modify the soil type assigned to a layer by first selecting the layer and then clicking the right hand mouse button and choosing the Layer Properties option in the pop up menu to display the Layer window see Figure 7 19 in section 7 5 3 Once a material has been assigned to a layer this material will continue to be associated to that layer in subsequent conversions of construction elements as long as the layer is not affected by those conversions The most common cause of invalid poly lines is that they are not part of a continuous poly line running from limit to limit Sometimes lines appear to start end at a limit without actually being on a limit Figure 7 12 gives an example on the left geometry 1 the end of the line seems to coincide with the boundary However zoom
90. number 2 in the longitudinal cross section by clicking the Assign icon Jin between the left and the right column 18 Click on the OK button to quit the window and return to the Geometry tab of the View Input window to look at the change of layers name in the legend Figure 21 4 Fs eal uses vaso ede E a R a seaside il beratad A a E a a EE ayes 2 Rie _ 107 27 27 Figure 21 4 View Input window Geometry tab 19 The geometry can be tested by clicking Geometry on the menu bar and selecting Check Geometry f the geometry is entered properly the message Geometry has been tested and is OK appears 20 Click OK to close this window 21 4 Soil behavior Strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure Depending on the permeability of the soil layer the soil will behave drained or undrained The Silty Sand layer is well permeable so that the behavior 282 of 362 Deltares Tutorial 14 Stress Analysis Direct Pipe of the silty sand layer is drained The strength of this soil layer can be calculated using the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior in the impermeable Organic Clay layer the strength of the soil can be calculated using the undrained strength parameter undrained cohesion c The soil load on
91. oaa a 179 10 10 The effect of arching with increasing depth Meijers and De Kock 1995 179 10 11 Report window Calculation Pulling Force 1 1 ee ee ee 180 10 12 Drilling Fluid Pressures window aoaaa aaa a 181 10 13 Report window Equilibrium between drilling fluid pressure and pore pressure 182 11 1 Pipeline configuration for Tutorial4 2222000 183 11 2 Model window 66 be a we ee 185 Deltares List of Figures TUS FORT VAN es BE ee SP RA ey Pee Ree Bae ees 185 11 4 View Input window Geometry tab 2 2 a 186 11 5 Materialswindow o o coo oeoa aoa a e a a a a a a a a 187 11 6 Layers window Materials tab o o oaoa a a a 188 11 7 Program Options window Locations tab oaoa a 188 11 8 Report window Settlements along pipeline onono aaa 189 11 9 Content of the export file for Tutorial 4 oa aaa a 189 12 1 Pipeline configuration of Tutorial5 oaa aaa a 192 12 2 Pipeline Configuration window 2 0 a 193 12 3 View Input window Top View tab 2 a ee eee 193 12 4 View Input window Input tab 2 a 194 12 5 Report window Calculation Pulling Force 1 1 ee ee aa 194 12 6 Report window General Data ooo a a e 195 13 1 Product Pipe Material Data window 0 a ee eee 199 13 2 Drilling Fluid Data window 4 3m 200 13 3 Engineering Data window aada aaa a 201 13 4 Factorswindow 487 coo ceaauaaa n
92. of effective weight of the soil under the foundation surface s 1 0 4B L dy is the depth factor for the effect of the effective weight ad 1 ZOANB W 2 Deltares 301 of 362 23 9 23 9 1 23 9 2 D GEO PIPELINE User Manual Ng is the bearing capacity factor for the effect of the soil cover Nq exp x tan F Sq is the shape factor for the effect of soil cover sg 1 sin x B L dg is the depth factor for the effect of the soil cover dy 1 2tany 1 siny arctan Z B If y 0 the ultimate vertical bearing capacity is Pue 0 95 oa c m 2 x 14 so do 23 27 where Se is the shape factor for the effect of cohesion s 0 2B L 0 02 d is the depth factor for the effect of cohesion de 0 4 arctan Z B Ultimate horizontal bearing capacity Pipelines installed using the HDD technique The horizontal bearing capacity qne is of equal magnitude as the maximum vertical passive soil load Prax see Equation 23 3 and is therefore defined as siny 1 siny Wa N dhe Pmax Pi X cot p x D wa q c X cot y o 23 28 Refer to section 23 2 for the definition of the parameters Similar to the determination of the maximum vertical passive soil load for shallow depth of the pipeline H lt 5D the soil load should be calculated according the formula for the horizontal bearing capacity for trench or micro tunneling Pipelines installed in a
93. of the window Enter the soil material name lt Soft Organic Clay gt 16 Enter the soil data given in Table 18 1 17 Finish the input of soil data by clicking OK Deltares 245 of 362 D GEO PIPELINE User Manual xi Material name Total Unit Weight Above phreatic level kN m3 13 00 Below phreatic level kN m 13 00 Cohesion kN m 12 00 Phi deg 18 00 Cu top kN m fio c0 Cu bottom kN m 20 00 Emod top kN m 500 00 Emod bottom kN m 1000 00 Adhesion kN m2 2 00 Add eau al Friction angle Delta deg 19 00 Delete Rename Poisson ratio Nu H 0 45 Cancel Help Figure 18 4 Materials window 18 5 Finishing the geometry of the longitudinal cross section The defined soil properties and the groundwater levels have to be assigned to the drawn ge ometry of the longitudinal cross section The assignments can be carried out in the Geometry menu 18 5 1 Phreatic Line 18 Click Geometry and select Phreatic Line on the menu bar to open the Phreatic Line window Figure 18 5 and select PL line lt 1 gt as phreatic line for calculation of the groundwater pressures 19 Click OK x Select the PlLine by number which acts as Mo phreatic line Cancel Help Figure 18 5 Phreatic Line window 18 5 2 Layers 20 Click Geometry and select Layers on the menu bar to open the Layers window Select the Materials tab to assign the soil properties to the soil layers in the longitudinal
94. open the Phreatic Line window Figure 10 5 and select PL line lt 1 gt as phreatic line for calculation of the groundwater pressures 19 Click OK Select the PlLine by number which acts as Mo phreatic line Cancel Help Figure 10 5 Phreatic Line window 20 Click Geometry and select Layers on the menu bar to open the Layers window Select the Materials tab Figure 10 6 to assign the soil properties to the soil layers in the longitudinal cross section 176 of 362 Deltares Tutorial 3 Influence of soil behavior on drilling fluid pressures and soil load on the pipe Boundaries Materials Available materials Layers Soft Clay 2 Soft Organic Clay Medium Clay E Coarse Sand Stiff Clay Peat Loose Sand Dense Sand Sand Gravel Loam Muck Undetermined Silty Sand Coarse Sand Figure 10 6 Layers window Materials tab 21 Assign the properties of the defined layer Coarse Sand to layer Number 1 in the longitudi nal cross section The available soil layers with defined properties are shown in left column of the materials window The layers in the longitudinal cross section are shown in the right column of the materials window The defined properties are assigned to layer Number 1 by clicking the Assign icon Blin between the left and the right columns 22 Assign the properties of the defined layer Soft Organic Clay to layer number 2 in the lon gitudinal cross section
95. pipeline in the bends of the drilling line In the second stage both the axial stresses due to pulling and bending are calculated and the tangential stresses due to soil reaction forces are calculated The third stage at which the stresses in the pipeline are considered is the long term stage after installation When the pipeline is installed a situation without internal pressure and a situation with internal pressure are considered In this final stage the drilling fluid in the borehole is 160 of 362 Deltares 9 2 9 3 Tutorial 2 Stress analysis of steel pipes and polyethylene pipes assumed to be consolidated so that the contribution of soil pressure on the pipeline is taken into account for the calculation of the tangential stress The stresses in the pipeline are calculated for the different installation stages According NEN 3650 an additional calculation is made for application of internal pressure on the pipeline Therefore in the stress analysis according the NEN 3650 four Load Combinations LC are considered LC 1A start of the pullback operation LC 1B end of the pullback operation LC 2 application of internal pressure on the pipeline LC 3 pipeline after installation without internal pressure LC 4 pipeline after installation with internal pressure The calculated stresses are assessed according NEN 3650 for the steel pipelines and accord ing NEN 3652 for the polyethylene pipelines Project Prop
96. point D GEO PIPELINE calculates the required minimum fluid pressure at predefined locations In these calculations the flow properties of the drilling fluid density viscosity and yield point play an important role During all stages of the drilling process a pipe is present in the borehole drill pipe or product pipe The return flow of drilling fluid with cuttings occurs in the annulus between the borehole wall and the pipe The required fluid pressure to initiate flow depends on the width of the annulus radius borehole minus radius drill pipe the properties of the drilling fluid and the required annular fluid flow rate To obtain the minimum required pressure Pmud min the following pressure values must be calculated and added up Pmud min P1 p2 24 1 where D is the static pressure of the drilling fluid column in kN m Do is the excess pressure necessary to maintain the annular flow of drilling fluid with cuttings in the borehole in kN m Static pressure of the drilling fluid column p As the drilling head is at a lower level than the exit point of the drilling fluid a pressure differ ence has to be overcome which is equal to the difference in height times the unit weight of the drilling fluid Pi Yat X Zexit Z 24 2 where Yat is the unit weight of the drilling fluid in kN m Deltares 313 of 362 D GEO PIPELINE User Manual Zexit is the vertical co ordinate of the exit point of the drilli
97. pressure a oa oaoa 316 24 2 1 Maximum allowable drilling fluid pressure in undrained layers 317 24 2 2 Maximum allowable drilling fluid pressure in drained layers 318 24 3 Equivalent diameter fora bundled pipeline 319 24 4 Equilibrium between drilling fluid pressure and pore pressure 319 25 Strength pipeline calculation 321 25 1 Buoyancy control sss A Me 321 25 2 Pulling force ina flexible pipeline a Aa aoaaa 322 25 2 1 Roller lane QM 4G 2 2 ce vaae 322 25 2 2 Straight part of the borehole 4 322 25 2 3 Curved part of the borehole aoa oa oa a a a 000 eee 322 25 2 4 Friction due to soil reaction in the curvedpart 323 25 2 5 Friction due to curved forgestie Ee ee 323 25 3 Maximum representative pulling force 202002004 323 25 4 Pulling force for a bundled pipeline 22204 324 25 5 Strength calculation WM AMM te 325 25 5 1 Strength calculation for Load Combination 1A start of the pullback operation 4 ee I ee 325 25 5 2 Strength calculation for Load Combination 1B end of the pullback op eration 4a SPP es 326 25 5 3 Strength calculation for Load Combination 2 application of internal pressure NORA 2 6 ck ek ae ee 327 25 5 4 Strength calculation for Load Combination 3 pipeline in operation without internal pressure 2 a ee 328 25 5 5 Strength calculation for Load C
98. pressure during the different phases of construction D GEO PIPELINE can also analyze the stresses in the pipeline during and after the installation for different pipeline materials This section contains an overview of D GEO PIPELINE s options available for Horizontal Direc tional Drilling standard module Soil profile Multiple layers The two dimensional soil structure can be composed of several soil layers with an arbitrary shape and orientation Each layer is connected to a particular soil type Verticals By placing verticals in the geometry the coordinates for which output results will be displayed can be defined Deltares 5 of 362 1 3 2 1 3 3 1 3 4 1 4 1 4 1 D GEO PIPELINE User Manual Soil properties The well established constitutive models are based on common soil parameters for strength and deformation of behavior of specific soil types Pipeline materials D GEO PIPELINE is capable of dealing with pipelines made of different materials steel and polyethylene For both pipe materials a database containing the material data is available The database enables a quick re calculation for alternative material types and dimensions Factors D GEO PIPELINE applies partial safety factors to the soil parameters weight cohesion friction angle and Young s modulus and to the loads according either to the NEN series or to the European Standard CEN Results Following the analysis D GEO PIPE
99. ratio v are used to calculate G the shear modulus E Materials Settlement Koppejan If the Use settlement check box in the Model window section 4 1 1 is marked and the Koppe jan model is selected D GEO PIPELINE will calculate the settlements according to the Koppejan model Therefore the Koppejan parameters need to be put in as shown in Figure 4 5 For background information refer to section 23 10 2 Deltares 43 of 362 D GEO PIPELINE User Manual x Material name Total Unit Weight Above phreatic level kN m3 fia co Below phreatic level kN m fia co Cohesion kN m 200 Phi deg 18 00 Cu top kN m fio c0 Undetermined Cu bottom kN m 15 00 Emod top kN m 500 00 Emod bottom kN m 1000 00 Adhesion kN m jo 00 Friction angle Delta deg fo oo Poisson ratio Nu H 0 45 Settlement Koppejan Overconsolidation Ratio OCR H 1 30 Primary compression coefficient Below preconsolidation pressure Cp ig 4 008 01 Above preconsolidation pressure Cp I fi 00E 01 Secondary compression coefficient Below preconsolidation pressure Cs H fi BOE 02 A a Ada inser Above preconsolidation pressure Cs H 250E 02 Cancel Help Figure 4 5 Materials window Parameters tab Settlement acc to Koppejan Over consolidation Ratio OCR The Over Consolidation Ratio OCR is defined as the ratio of pre consolidation pressure and initial in situ vertical effective stress Pr
100. reaction NEN ft fico Soil load Qn NEN u pio Pressure borehole NEN ig fio Bending moment Steel H fis Bending moment PE H fao Cancel xi 00 ofj of p ol el aof galz af ak ef ol olog 2 So Sf of S ai of e Deltares Figure 13 4 Factors window 201 of 362 D GEO PIPELINE User Manual 13 6 Results The results of the pulling force calculation are shown in the report which is created automati cally after finishing the calculations 24 To start the calculations click Calculation and select Start on the menu bar to tart the calculation or press the function key F9 25 Click Results and select Report on the menu bar to view the results of the pulling force calculations The results can be found in paragraph 5 3 Figure 13 5 5 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 10 friction between pipe and drilling fluid f2 0 000050 N mm friction between pipe and soil f3 0 20 Due to the friction a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back the pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected
101. reduced neutral soil stress in kN m7 used for a Special Stress Analysis section 5 2 Enter the user defined modulus of subgrade reaction of the soil in kN m used for a Special Stress Analysis section 5 2 Radius of the pipeline in the ground which is used for the cal culation of the pulling force During a standard calculation D GEO PIPELINE assumes the maximum present radius With the Special Stress Analysis section 5 2 an other radius can be chosen by the user 89 of 362 D GEO PIPELINE User Manual 90 of 362 Deltares 5 Calculations 5 1 Start Calculation On the menu bar click Start in the Calculation menu to perform the following calculations Calculation of soil mechanical data The passive neutral and reduced vertical stresses of the soil the vertical coefficient of subgrade reaction and the ultimate bearing capacity for each vertical are calculated and written to a report file see section 6 2 4 For background information see chapter 23 Calculation of drilling fluid pressures only for HDD In directional drilling first a bore hole is made by a pilot drilling This bore hole has a relatively small diameter During the second drilling stage the initial bore hole is enlarged by pre reaming When the requested diameter is reached the product pipe is pulled into the bore hole During all drilling stages a minimum required drilling fluid pressure is necessary The bore fluid pressure induces a return
102. report 3 1 2 Option Export Results as csv For advanced structural analyses for example the SCIA Pipeline program Sci can be used or an other program Such a program has advanced options for structural modeling and allows for accurate analyses of stress distribution Figure 3 2 In order to do so such a program for an advanced pipe stress analysis needs accurate soil mechanical parameters which are supplied by D GEO PIPELINE in a CSV comma separated values format file by means of the option Export Results as csv from the File menu bar of D GEO PIPELINE 4l Tods Modify Tree Setup Window Hep ax RIGSTIAR SROTO bAT TWP b be HL QQ Qh S E MW REAA AAEH E h ooa o Aoi ES EA e a a ole eel ele Figure 3 2 3D configuration in SCIA Pipeline The CSV file contains the following data s calculated without safety factors General Company Name of the company who performed the calculation with D GEO PIPELINE Software Version number of D GEO PIPELINE used 30 of 362 Deltares General Date Time Pipeline data s P1 x P1 y P1 z 2 x uv U 2 y 2 z Length Pipe v Pipe nr Diameter Tube Thickness Tube Material Tube yyyy mm dd hh mm ss m m m m m m m mm mm Date of the calculation with D GEO PIPELINE Time of the calculation with D GEO PIPELINE X co ordinate of the begin point of the pipeline Y co or
103. section 24 4 Calculated pore pressure u see Equation 29 4 in sec tion 29 5 Calculated safety factor ratio between the static drilling fluid pressure and the pore pressure If the calculated safety factor is higher than the required safety factor then the drilling fluid pressure is Sufficient otherwise it is Not sufficient NOTE The required safety factor is defined in the Factors window under the field Contingency factor Pressure bore hole see section 4 7 1 1 Deltares View Results 6 2 2 Report Settlements of soil layers below the pipeline This section is available only if the Use settlement option in the Model window section 4 1 1 has been selected before performing a calculation 4 Deformations 4 1 Settlements of soil layers below the Pipeline Vertical nr Settlement Additional settlement dv mm mm mm 1 1524 5 1529 2 1483 10 1493 3 1339 20 1359 4 702 50 752 5 397 50 447 6 659 20 679 7 1473 10 1483 8 1522 5 1527 Figure 6 4 Report window Settlements of soil layers below the pipeline section The following is an explanation of the column headings Vertical nr Number of the calculation vertical Settlement mm Settlement calculated with the selected model Koppejan or Iso tache section 4 1 1 For background information see sec tion 23 10 Additional mm Additional settlement as inputted in the Calculation Verti
104. software The Problem Description tab enables a description of the problem encountered to be added Delta res DeltaresSystems Rotterdamseweg 185 Phone 31 88 335 79 09 Zz P O Box 177 Fax 31 88 335 8111 C7 NL 2600 MH Delft E mail support deltaressystems nl System Info Problem Description Please explain your issue here Send Print Saveds Figure 1 13 Support window Problem Description tab After clicking on the Send button the Send Support E Mail window opens allowing sending current file as an attachment Marked or not the Attach current file to mail check box and click OK to send it Send Support E Mail x This problem report will be sent to support deltaressystems nl You can also send the current file as an attachment Check the checkbox below to do this Sending of the problem report with E mail is only possible if the mail program on your system is configured as default Simple MAPI client consult your system administrator This will only work if your E mail program can reach external Internet E mail addresses J7 Attach current file to mail j Cancel Help Figure 1 14 Send Support E Mail window The problem report can either be saved to a file or sent to a printer or PC fax The document can be emailed to geo support deltaressystems nl or alternatively faxed to 31 0 88 335 8111 Deltares 19 of 362 D GEO PIPELINE User Manual Deltares Since January 1st 2008 G
105. strength Namm a550 Partial material factor f fic Partial material factor test pressure f po Young s modulus N mm 20580000 Outer diameter product pipe Do mm 223 90 Wall thickness mm 8 00 Unit weight pipe material kN m 78 50 Design pressure Bar 18 00 Add Insert Test pressure Ba 9 00 Delete Rename gt Temperature Variation Deg c 5 00 Cancel Help Figure 9 2 Product Pipe Material Data window 9 4 Engineering Data The first step of the pipe stress analysis is the calculation of the pulling force The magnitude of the pulling force plays an important role in the stress distribution in the pipe during the pill back operation The pulling force is calculated according the specifications described in NEN 3650 During the pull back operation the moving pipeline contacts the wall of the borehole and pushes with a certain forces perpendicular to the wall of borehole These perpendicular forces normal forces determine the magnitude of the shear force in axial direction during the pull back operation In order to reduce the normal forces on the borehole wall the pipeline is sometimes ballasted during the pull back operation In the part of the HDD without significant bends the distribution of the normal forces on the bore hole wall is determined by the effective weight of the pipeline The effective weight is defined as follows Gett J Juplitt 9 1 with Juplift T X T X Yaf 9 2 wh
106. strength calculation see sec tion 25 5 The default value is 1 1 Contingency factor on the bending moment fm for steel In para graph E 1 3 of NEN 3650 1 NEN 2012a an overall factor on bend ing moment fk of 1 4 is prescribed As this overall factor includes different contingency factors i e fk fm X finstar X fr and as finstan 1 1 and fr 1 1 a default factor of 1 15 should be inputted for fm to get fk 1 4 as prescribed by NEN Contingency factor on the bending moment fm for PE In para graph E 1 3 of NEN 3650 1 NEN 2012a an overall factor on bend ing moment fk of 1 4 is prescribed As this overall factor includes different contingency factors i e fk fm X instar X fr and as finstal 1 and fr 1 a default factor of 1 4 should be inputted for fm to get fk 1 4 as prescribed by NEN Load factor on the design pressure fpa The default value is 1 25 as prescribed in Table 2 of NEN 3650 2 NEN 2012b Load factor on the design pressure when used in combination fpd comb The default value is 1 15 as prescribed in Table 2 of NEN 3650 2 NEN 2012b Load factor on the test pressure fpr The default value is 1 1 as prescribed in Table 2 of NEN 3650 2 NEN 201 2b Load factor on the installation finsta The default value is 1 1 as prescribed in Table 2 of NEN 3650 2 NEN 201 2b Load factor on the reduced neutral soil stress Qn r fanz The de fault value is 1 5 Load factor on the stress due to
107. subgrade reaction fxy The default value is 1 6 Contingency factor on the reduced neutral soil stress Qnr fant used for the strength calculation of the pipeline see section 25 5 The default value is 1 1 as prescribed in Table B 3 of NEN 3650 1 NEN 201 2a 81 of 362 D GEO PIPELINE User Manual Pressure borehole Bending moment Steel Bending moment PE Factor of importance S Allowable deflection of pipe Steel Piggability Steel Allowable deflection of pipe PE Piggability PE Unit weight water Safety factor cover drained layer Safety factor cover undrained layer 82 of 362 Contingency factor on the pressure borehole fpress bore used to check the equilibrium between drilling fluid pressure and pore pres sure see section 24 4 The default value is 1 1 Contingency factor on the bending moment fm for steel In para graph E 1 3 of NEN 3650 1 NEN 201 2a an overall factor on bend ing moment fk of 1 4 is prescribed As this overall factor includes different contingency factors i e fk fm X finstar X fr and as finstan 1 1 and fr 1 1 a default factor of 1 15 should be inputted for fm to get fk 1 4 as prescribed by NEN Contingency factor on the bending moment fm for PE In para graph E 1 3 of NEN 3650 1 NEN 2012a an overall factor on bend ing moment fk of 1 4 is prescribed As this overall factor includes different contingency factors i e fk fm X insta
108. the pipeline can also touch the borehole sideways But this is not taken into account here since a 2D borepath is assumed Friction due to the buckling of the pipe The pipeline can buckle in length direction the additional friction caused by buckling can be calculated with AL x F Fouckte F s 3 PBT O i F is the calculated thruster force without buckling L is the total length of the pipeline inside the borehole T is the bending stiffness of the pipeline and Wgap is the borehole diameter minus the pipeline outer diameter Design rules for the thrust force 348 of 362 Deltares 28 2 1 28 2 2 Direct Pipe Bore path geometry A bore path with two bends and three straight sections is assumed The path is defined according to Figure 28 1 Figure 28 1 Bore path definition The following parameters define the bore path completely Xi Yi Qi Ri Ya Re Qe Xe Ye is the entry point of the bore path entry angle with x axis of the bore path is the radius of the bend section is the vertical position of the deepest point of the bore path is the radius of second bend section is the exit angle with x axis of the bore path is the exit point of the bore path From these parameters the lengths of the five sections L4 D B L LB L3 can be determined of which LB and LB are arc lengths These lengths will be used in subsequent paragraphs where convenient List of inpu
109. the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior in other soil types the strength of the soil can be calculated using the undrained strength parameter undrained cohesion c 38 39 40 41 Click GeoObjects and select Boundaries Selection on the menu bar to open the Bound aries Selection window for specification of the soil behavior Choose the boundary between the undrained and drained layer on top of layer nr lt 1 gt Figure 20 14 This choice results in drained behavior of layer nr 1 Choose the boundary between the compressible and incompressible layer on top of layer nr lt 1 gt This choice results is used for the calculation of the soil mechanical parameters Compressible layers yield higher soil loads on the pipeline due to incomplete arching Click OK to close this window Boundaries Selection xj Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers fi Cancel Help Figure 20 14 Boundaries Selection window 20 7 Calculation Verticals The locations in the longitudinal cross section at which a calculation should be carried out must be specified by the user The user is able to perform calculations at uniform distances along the longitudinal cross section but is also able to perform more calculations at short distances at locations of interest 42 43 44 45 Cli
110. the geometry It is defined by an X coordinate only Deltares 51 of 362 4 3 8 D GEO PIPELINE User Manual Note This is the only type of element that cannot be deleted Moreover the values entered here are ignored if they resulted in an invalid geometry Points Use this option to add or edit points that can be used as part of layer boundaries or PL lines A point is a basic geometry element defined by its coordinates Since the geometry is restricted to two dimensions it is allowed to define an L and Z co ordinates only L Co ordinate Z Co ordinate m m 10 000 17 000 420 000 17 000 10 000 0 040 0 000 0 040 55 170 1 230 75 680 1 670 94 480 1 050 94 480 119 880 137 550 163 010 188 560 198 320 202 027 209 620 223 600 233 630 250 553 251 590 259 140 259 140 268 290 273 710 904 RON 120 00 J o O71 e 10 N Figure 4 14 Points window L Co ordinate Projection of the horizontal co ordinate along the pipeline trajec tory Z Co ordinate Vertical co ordinate Note When a point is to be deleted the system will check whether the point is used as part of a PL line or layer boundary If so a message will be displayed CI x gt At least one of the selected points is used in a boundary Pl Line line Deleting such point s might result in deletion of the boundaries Pl Lines line using such point s Continue th
111. the groundwater line PL line from the Tools section so that the drawn geom Deltares 147 of 362 D GEO PIPELINE User Manual ee h Peat a Curent object None Figure 8 8 View Input window Geometry tab 8 3 1 Soil layer properties The properties of the soil layers should be specified in the menu materials which can be entered by clicking soil In this tutorial only one soil layer is considered 23 Click Soil and select Materials on the menu bar to open the Materials window Figure 8 9 and enter the soil data 24 Add a new material by choosing Add button below the materials list on the left side of the window with the new lt Silty Sand gt 25 Enter the soil data as given in Table 8 1 26 Finish the input of soil data by clicking OK Material name Total Unit Weight Above phreatic level IkN ms fso Below phreatic level IkN m3 2000 8 8 Cohesion kN m2 0 00 Phi dea 2000 CO Cu top kN m 10 00 Cu bottom kN m 10 00 Emod top kN m2 10000 00 Emod bottom kN m2 15000000 Adhesion kN m fo 00 Friction angle Delta deg fo 00 Poisson ratio Nu H 0 35 omen e Figure 8 9 Materials window The defined soil properties and the groundwater level have to be assigned to the drawn ge ometry of the longitudinal cross section The assignments can be carried out by clicking geometry and choosing the subsequent des
112. the load factor on installation finstan is used for the calculation of the axial bending stress op Equation 25 23 D GEO PIPELINE version 15 1 2015 The default value of the allowable deflection of pipe for steel is changed to 15 instead of 5 as prescribed by the NEN For bundle the piggability is checked using the diameter of the considered pipe not the equivalent diameter A toggle button Same scale X and Y axis is implemented in the nout and Top View windows Figure 2 1 to switch between same scale for X and Y axis and not same scale for X and Y axis A Reset button in the Defaults window Figure 4 47 is added to get the default factors prescribed by the selected norm NEN or CEN when a factor differs from the norm it is displayed in red D GEO PIPELINE version 15 2 2015 includes a new technique for pipeline installation the Direct Pipe module section 1 2 4 Two new tutorials Tutorial 13 in chapter 20 and Tutorial 14 in chapter 21 have been added to explain the use of this technique Minimum System Requirements The following minimum system requirements are needed in order to run and install the D GEO PIPELINE software either from CD or by downloading from the Deltares website via MS Internet Ex plorer Operating systems o Windows 2003 o Windows Vista o Windows 7 32 bits O Windows 7 64 bits o Windows 8 Hardware specifications o 1 GHz Intel Pentium processor or equivalent o 512 MB of RAM
113. the minimal required drilling fluid pressure which is necessary to perform a horizontal directional drilling and the maximum allowable drilling fluid pressure which depends on the strength and deformability of the soil through which the drilling is carried out The objectives of this tutorial are To learn how to start up a calculation in D GEO PIPELINE To calculate the minimum required drilling fluid pressure To calculate the maximum allowable drilling fluid pressure Assessment of the calculated drilling fluid pressures The following module is needed D GEO PIPELINE Standard module HDD This tutorial is presented in the file Tutorial 1 dri Introduction to the case The horizontal directional drilling technique is used to install a steel pipeline in a silty sand layer The pipeline configuration is shown in Figure 8 1 The soil properties are provided in Table 8 1 entry X 90m Ay N exit X 190m Figure 8 1 Pipeline configuration for Tutorial 1 Deltares 143 of 362 D GEO PIPELINE User Manual Table 8 1 Properties of the silty sand layer Tutorial 1 Dry unit weight kN m 18 Wet unit weight kN m 20 Cohesion kN m 0 Angle of internal friction 30 Undrained strength top kN m 0 Undrained strength bottom kN m 0 E modulus top kKN m 10000 E modulus bottom KN m 15000 Poisson s ratio 0 35 The pipeline material used in this tuto
114. the point is selected indicated with a red color use the right mouse button to select the option Properties and to correct the co ordinates of the lower boundary of the peat layer 11 Change the position of the phreatic groundwater select both points of the PL line i e blue dashed line by clicking on it with the left mouse button then select the option Properties and change the co ordinate into Z 5 m 12 Enlarge the dimensions of the geometry window by selecting the right boundary by clicking the right mouse button then click the right button and select Properties This will result in the coordinate window for the right boundary as shown in Figure 15 3 Enter coordinate X of lt 400 m gt xi Limit at right side m 400 000 oaos Figure 15 3 Right Limit window 13 Click the Zoom limits button from the Tools panel so that the drawn geometry appears in the center of the screen 15 3 Soil layer properties The properties of the soil layers in the layered soil sequence should now be specified 14 Click Soil and select Materials on the menu bar to enter the soil data 15 Select the existing soil material Peat 16 Enter the soil data as given in Table 15 1 17 Click OK xl Material name Total Unit Weight Above phreatic level kN m 110 20 Below phreatic level kN m 110 20 Cohesion kN m 2 00 Phi deg 15 00 Cu top kN m 10 00 Cu bottom kN m 20 00 Emod top kN m 1000 00 Emod bottom
115. there is a case without segments the value of the segment length is a value longer than the total pipelength 32 Click Pipe from the menu and select Pipeline Configuration to open the Pipeline Configu ration window 33 Enter the values as presented in Figure 20 11 x XY co ordinates Left point X co ordinate m _ 100 000 Left point Y co ordinate m 0 000 Left point Z co ordinate m 0 000 Right point X co ordinate Im 300 000 Right point Y co ordinate m ooo Right point Z co ordinate m 0 000 Angles entry exit Angle left deg 5 00 Angle right deg 5 00 Bending radius Bending radius left m 1250 000 Bending radius right m f Bending radius pipe on rollers m 2000 000 Pipe between radii Lowest level of pipe m 25 000 Angle of pipe deg 0 00 Roller Segment length m 100 00 Slope constant length m 100 00 Pulling direction product pipe From left to right From right to left cape Help Figure 20 11 Pipeline Configuration window 34 Click OK to confirm 35 Now examine the direct pipe trajectory in the Input tab Figure 20 12 and Top View tab of the View Input window Deltares 273 of 362 D GEO PIPELINE User Manual C Users rtd Desktop Tutorial 13 lolx Geometry GeoObjects Loads Pipe Defaults Calaulation Results Tools Window Help OGe ER E ale mE Cop View es ee ee EREA eee C 1 Sity Sand 100 000 900 000
116. to the case The same project as Tutorial 8 chapter 15 is considered with an additional load carry on the compressible soil layers Figure 16 1 Settlement can be therefore expected 390m O i x xX R fa c v X 100m exit X X 123m Figure 16 1 Soil layers and pipeline configuration for Tutorial 9 For advanced pipe stress analyses special programs need to be used These programs need an advanced set of soil mechanical parameters provided by D GEO PIPELINE The programs will generate a complete spring model around the pipeline for further analyses The soil mechanical parameters provided by D GEO PIPELINE are neutral vertical soil load passive vertical soil load Deltares 225 of 362 16 2 D GEO PIPELINE User Manual reduced vertical soil load vertical modulus of sub grade reaction horizontal modulus of sub grade reaction ultimate vertical bearing capacity ultimate horizontal bearing capacity neutral horizontal soil load vertical displacement maximal axial friction friction displacement oOo Oo O90 990900 Vertical displacement of soil below and around the pipeline that occurs after installation is an important factor in assessing the stresses in the pipeline Settlement may be entered manually if the vertical settlements results are available For more accurate results D GEO PIPELINE can use the D SETTLEMENT computer program formerly known as MSettle with
117. trench or using micro tunneling According to article C 4 4 3a the horizontal bearing capacity qhe of a pipeline in a trench or using the micro tunneling technique is calculated as follows dne Kax o 0 77 xax K x 23 29 where K is the load coefficient according to Brinch Hansen see Figure 23 7 and Equa tion 23 30 Ke is the load coefficient according to Brinch Hansen see Figure 23 7 and Equa tion 23 31 Oo is the effective vertical stress at the pipe center in kN m Q is a coefficient 0 6 for trench and a 1 for micro tunneling 302 of 362 Deltares Calculation of soil mechanical data 45 40 gt 35 30 25 20 15 gt 10 Figure 23 7 Values Kg and K according to Brinch Hansen Figure C 14 of the NEN 3650 1 The angle of internal friction y and the cohesion c for the calculation of the load coefficients K and Ks is determined for the soil layers 2 5 D above and 2 5 D below the axis of the pipeline The minimum value is used According to Brinch Hansen Brinch Hansen 1970 the load coefficients are oo D RS Gg AIN a D 2380 1 aqax 5 _ K KE x xe c R 23 31 1 O49 where K ex Z x tan x cos x tan 4 q Xp J p p p 4 9 Wate Rye xto x tan 7 9 n es exp 58 ey x cosy x tan 7 5 0 4 w E K fexp s x tan x cosy X tan 1 x cot p Ky Ky x Ko x tany KZ No x d dX 1 58 4 09 x tan
118. window appears Figure 4 36 in which the material quality the Young s modules short and long the allowable strengths short and long the outer diameter and the wall thickness of different PE pipes can be im ported D PE pipes library x Name Young s modulus short Young s modulus long Allowable strength short Allowable strength long Outer diameter Wall thickness Nmr Nmr N mm N mn mm mm PE 40 PE 40 PE 40 PE 40 PE 40 PE 40 PE 40 PE 80 PE 80 PE 80 PE 80 PE 80 SDR 6 SDR 9 SDR 9 SDR 9 SDR 9 SDR 9 SDR 9 SDR 9 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 11 SDR 13 6 SDR 13 6 SDR 13 6 SDR 13 6 SDR 13 6 SDR 13 6 co o0 o co 00 00 0D 00 CO 0D 00 CO 0D CO CO 0D CO CO OD CO CO OD P P P P P P P P Figure 4 36 PE pipes library window 4 6 2 2 Product Pipe Material Data for Micro tunneling If the Micro tunneling option in the Model window section 4 1 1 is selected click Pipe on the menu bar and then choose Product Pipe Material Data to open the Product Pipe Material Data window in which the characteristics of the pipe material can be entered Depending on the choice between steel synthetic and concrete Figure 4 37 different parameters need to be specified Pipe material Steel C Synthetic C Concrete Figure 4 37 Product Pipe Material Data window Pipe material sub window
119. 0 D w ao oj s N o N 014 0 000040 Help hil Figure 4 46 Drilling Fluid Data window Outer diameter of the hole during the pilot hole drilling m Outer diameter of the pipe during the pilot hole drilling m Outer diameter of the hole during the pre reaming of the prod uct pipeline m Outer diameter of the pipe during the pre reaming of the prod uct pipeline m Outer diameter of the hole during the pullback of the product pipeline m 79 of 362 4 7 4 7 1 4 7 1 1 D GEO PIPELINE User Manual Outer diameter product Outer diameter of the bundled pipe during the pullback of pipe Do the product pipeline This value is automatically calculated by the program using the pipe diameters of the different pipes as inputted in the Product Pipe Material Data window see section 4 6 2 1 The following formula is used Daq y se D3 Annular back flow rate pilot Annular back flow rate Qann during the pilot hole drilling in boring liter minute Annular back flow rate pre Annular back flow rate Qann during the pre reaming stage reaming in liter minute Annular back flow rate Annular back flow rate Qann during the pullback stage in ream and pullback liter minute Circulation loss factor pilot Circulation loss factor fioss during the pilot hole drilling The boring default value is 0 3 Circulation loss factor pre Circulation loss factor fioss during the pre reaming s
120. 0 1 10 1 25 1 40 1 10 PERE Load factors Design pressure Design pressure combination H Test pressure Installation H Soil load On H Temperature H Traffic load H Miscellaneous Factor of importance S H Allowable deflection of pipe Steel 4 Piggability Steel Allowable deflection of pipe PE 4 Piggability PE 4 Unit weight water kN m Safety factor cover drained layer J Safety factor cover undrained layer 8 Cancel 1 25 1 15 1 10 1 10 1 50 1 10 1 35 1 00 15 00 5 00 8 00 5 00 10 00 0 50 0 50 PA GEGEE Help Figure 8 20 Factors window 8 10 Results The calculation of the drilling fluid pressures during the three stages of installation of the steel pipe using the horizontal directional drilling technique can be started from the D GEO PIPELINE menu 56 Click Calculation and select Start on the menu bar to start the calculation or press the function key F9 D GEO PIPELINE automatically saves the file during the calculation 57 Click Results and select Drilling fluid pressure plots on the menu bar to watch the results of the drilling fluid pressure calculations for the pilot drilling The window shown in Figure 8 21 will appear The graph shows the maximum allowable pressures upper limit related to soil cover and lower limit related to deformation of the borehole and the minimal required drilling fluid pressure for transportation of the cuttings 156 o
121. 1 04 ToDoBool l 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 3 40 O 746 5154 ToDoBool 14 23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 4 20 0 1087 71 83 ToDoBool a5 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 5 0 0 13 26 91 98 ToDoBool 16 3 23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 6 20 0 14 63 112 03 ToDoBool a7 D Geo Pipe 22 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 7 40 o 15 132 03 ToDoBool 18 D Geo Pips 22 7 2013_ 23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 8 60 o 15 152 03 ToDoBool 419 D Geo Pips 22 7 2013_ 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 9 80 0 14 63 172 04 ToDoBool 20 D Geo Pips 22 7 2013 23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 10 100 O 13 26 192 09 ToDoBool 21 D Geo Pipe 22 7 2013 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 1 120 O 1087 212 23 ToDoBool 22 D Geo Pipe 22 7 2013 23 06 10 80 0 23 180 o 232 284 06 1 400 364 Polyethene 12 140 0 746 23252 ToDoBool Eal D Geo Pips 22 7 2013 23 06 10 80 0 32 180 0 232 284 06 1 400 364 Polyethene 13 160 O 299 253 02 ToDeBool 2al D Geo Pip 22 7 2013 23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 14 120 o 232 273 71 ToDoBool Figure 11 9 Content of the export file for Tutorial 4 The export file contains Horizontal soil data Vertical soil data Soil data for friction Data of pipeline For more information refer to section 3 1 2
122. 1 Introduction to the case M 2 22 22 a Mees 243 18 2 Model 2 GH MD 6 eae 244 18 3 Geometry of the longitudinal cross section 004 245 18 4 Soil layer properties 0 0 000000000222 ee 245 18 5 Finishing the geometry of the longitudinal cross section 246 18 5 1 Phreatic Line HBB 2 ee 246 18 5 2 Layers lt a SSD 246 18 5 3 PL Lines per Layer Y SM ee 247 18 6 Adding a waterway 2 a a 248 18 7 Calculation Verticals aana aaa 249 18 8 Boundaries Selection emma Ca oaa a ee ee 250 18 9 Trench configuration and pipe material o oaoa oaoa a a 250 18 10 Engineering Data a a ao aoe le 252 18 11 Results Soil Mechanical Parameters a aoaaa a 252 19 Tutorial 12 Trenching uplift and heave 255 19 1 Introduction to the case Sm oaa aaa 255 19 2 Materials sem ME a a 256 19 3 Phreaticjevel WM NR aaa a 257 19 4 Calculdiion Verticals aaa aua aaa aa a 258 19 5 Facta W ee a a 260 19 6 Results W es 260 19 6 1 Uplift safety for trenching in Peat layer Tutorial 12a 260 19 6 2 Uplift safety for trenching in Soft Organic Clay layer Tutorial 12b 261 19 6 3 Hydraulic Heave Safety 2 0 2 00004 262 19 7 Lowering the hydraulic head Tutorial 12c 263 20 Tutorial 13 Face support and Thrust forc
123. 10 2 Ky tot Kytop Kv pipe Ky bottom El ewe 23 11 PPS ae x Do X D where qn is the neutral vertical stress of the soil in kN m see Equation 23 1 dp is the passive vertical stress of the soil in kN m see Equation 23 2 Ky tot is the vertical modulus of subgrade reaction upward in kN m see Equa Deltares tion 23 15 297 of 362 D GEO PIPELINE User Manual is the minimum vertical modulus of subgrade reaction downward in kN m cal culated according to section 23 6 2 Kv pipe is the vertical modulus of subgrade reaction of the pipe in kN m H is the percentage of compaction depending on the type of fill and type of com paction as shown in Table 23 7 Ky bottom Table 23 7 Values of parameter u according to NEN 3650 1 Compaction Type of fill Soft soil Stiff clay Sand Poorly 0 20 0 15 0 075 Well 0 10 0 075 0 02 23 5 23 5 1 23 5 2 Neutral horizontal stress Pipelines installed using the HDD technique According to article C 4 8 6 of NEN 3650 1 the neutral reduced horizontal soil load qn for a pipeline installed using the horizontal drilling technique can be calculated using the following equation dhr qnr X 1 sin Yar 23 12 where dnr is the reduced neutral vertical stress of the soil in KN m as calculated in sec tion 23 3 Paf is the angle of internal friction of the drilling fluid as defined in the Engineering Data wind
124. 18 12 Boundaries Selection window 18 9 Trench configuration and pipe material 1 7 Cancel Help As the trench passes a small waterway for practical reasons it has to subduct An initial distance of about 1 5 meter is chosen between trench and bottom waterway 40 Click Pipe and select Pipeline Configuration from the menu bar to open the Pipeline Con figuration window 41 Enter the values as presented in Figure 18 13 42 Click OK to accept the entries Pipeline Configuration Trench Sections Beginx Begin Y m BeginZ Material m E mod N mm Outer mm Unit weight Width trench diameter thickness pipe material kN m bottom mm Slope 1 x 80 000 50 000 20 000 0 000 20 000 80 000 100 000 0 000 10 000 20 000 20 000 10 000 5 000 5 000 2 000 concrete 2 000 concrete 0 000 concrete 1 000 concrete 1 000 concrete 0 000 concrete 2 000 concrete 30000 00 30000 00 30000 00 30000 00 30000 00 30000 00 30000 00 1240 00 1240 00 1240 00 1240 00 1240 00 1240 00 1240 00 12 00 12 00 12 00 12 00 12 00 12 00 12 00 fi 30 000 0 000 2000 End trench Xx Y Z m 30 00 30 00 30 00 30 00 30 00 30 00 30 00 2000 00 2000 00 2000 00 2000 00 2000 00 2000 00 2000 00 2 00 2 00 2 00 2 00 2 00 2 00 2 00 0 30 0 30 0 30 0 30 0 30 0 30 0 30 xi Cancel Help 250 of 362 Figure 18 13 Pipeline Conf
125. 19 3 Layers window Materials tab 19 3 Phreatic level The phreatic line groundwater table is located at the surface level in this tutorial 12 In the Geometry tab of the View Input window select the Edit button J and click on the PL line 1 in order to select the phreatic line by choosing Select PL Line 1 13 Once the PL line 1 has been selected drag it to the surface level by pressing and holding down the left hand mouse button while relocating the mouse cursor Deltares 257 of 362 D GEO PIPELINE User Manual 14 Check and possibly correct the level of the line as shown in Figure 19 4 D PL Line 1 x Point X Co ordinate Z Co ordinate Number m m 11 100 000 12 200 000 Figure 19 4 PL Line 1 window Now the PL line levels are defined at the correct levels they have to be assigned to the correct layers 15 Open the PL lines per Layer window from the Geometry menu 16 Enter the PL line numbers as given in Figure 19 5 D PL lines per Layer x PL ine at bottom Figure 19 5 PL lines per Layer window 19 4 Calculation Verticals In the subsequent table the verticals for the location of the calculations are given 17 Open the Calculation Verticals window 18 Enter lt 80 gt and lt 180 gt for the First and Last L values and an Interval of lt 20 gt 19 Click the Generate button 258 of 362 Deltares Tutorial 12 Trenching uplift and heave Calcul
126. 19 9 Operation Parameter Plots window Safety uplift tab Tutorial 12a 260 of 362 Deltares Tutorial 12 Trenching uplift and heave For a detailed examination refer to paragraph 4 1 1 of the Report window Figure 19 10 As can be seen the uplift safety of the trenched pipe is not OK as the calculated uplift factor 0 12 is lower than the required uplift factor 1 1 4 Operation Parameters 4 1 Uplift Check Due to buoyancy of the pipeline below the groundwater table the uplift should be checked In the subsequent calculation the safety factor for uplift is calculated based on an empty pipe 4 1 1 Uplift Factors Vertical nr Safety factor calculated Safety factor required 1 j j gt Jor Joo n l 10 11 oj ojojojojojojojojojo NIN JR JNO JRO IN JRO JP JRO JRO RO SISloJololololal olojo Figure 19 10 Report window Uplift Factors section Tutorial 12a 19 6 2 Uplift safety for trenching in Soft Organic Clay layer Tutorial 12b The trench fill should be modified The low density of the peat causes uplift problems The effect of filling the trench with organic clay can easily be checked by changing the soil se quence 26 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 12b gt 27 Click the Save button to save the current project as Tutorial 12b 28 Click
127. 2 Pipeline Configuration window Direct Pipe Left point X coordinate of the left point which corresponds whether the entry or the X coordinate exit point of the pipeline called x in Figure 4 31 Left point Y coordinate of the left point which corresponds whether the entry or the Y coordinate exit point of the pipeline 66 of 362 Deltares Input Left point Z coordinate Right point X coordinate Right point Y coordinate Right point Z coordinate Angle left Angle right Bending radius left Bending radius right Bending radius pipe on rollers Lowest level of pipe Angle of pipe Pulling direction product pipe Segment length Slope constant length Z coordinate i e vertical level of the left point which corresponds whether the entry or the exit point of the pipeline called z in Fig ure 4 31 X coordinate of the right point which corresponds whether the entry or the exit point of the pipeline called e in Figure 4 31 Y coordinate of the right point which corresponds whether the entry or the exit point of the pipeline Z coordinate of the right point which corresponds whether the entry or the exit point of the pipeline called z in Figure 4 31 Left angle of the pipe called Ri in Figure 4 31 Right angle of the pipe called Re in Figure 4 31 Bending radius of the pipe at the left side called A in Figure 4 31 Bending radius of the pipe at the right side called R in Figure 4
128. 2 754 163 2 6 5265 13 596 119 13 8 4558 14 151 46 34 46 3722 Vertical nr dv ky Pye kh Phe tmax dmax mm kN m kNim kN m kNim kN m mm 1 0 4028 1298 9819 267 0 05 8 2 0 4865 3194 0405 596 0 05 8 3 i 5572 4391 0901 754 0 05 8 4 Q 6113 5303 1279 866 0 05 8 5 0 6492 5939 1544 941 0 05 8 6 0 6709 6305 1696 984 0 05 8 7 i 6769 6405 1738 996 0 05 8 8 0 6769 6405 1738 996 0 05 8 g i 6709 6305 1696 984 0 05 8 10 0 6492 5939 1544 941 0 05 8 11 0 6113 5303 1279 866 0 05 8 12 0 5572 4391 0901 754 0 05 8 13 0 14865 3194 0405 596 0 05 8 14 0 4028 1298 9819 267 0 05 8 Maximum soil load 22 Pvn max 239 kN m Maximum reduced soil loa Pv r n max 46 kN m Maximum vertical modulus of subgrade reaction without safety factor kv max 16769 kN ms Maximum vertical modulus of subgrade reaction with safety factor gt kv max 33931 kN m Figure 9 11 Report window Soil Mechanical Parameters Tutorial 2a 9 7 Special Pipe Stress Analysis Tutorial 2b The option special stress analysis can be used for a pipe stress analysis in case of additional loads at certain location along the longitudinal cross section Additional loads can for example be induced by traffic or by constructions Assume that vertical 1 is located below a highway which will result in an additional load on the pipeline The load induced by soil stress is already calculated by D GEO PIPELINE and is assessed in the report see section 9 6 2 The additional load
129. 3 Geometry of the longitudinal cross section This tutorial considers a layered soil sequence described in Tutorial 3 chapter 10 In the longitudinal cross section a load soil mass has to be defined 12 Switch to the Geometry tab in the View Input window to edit the existing soil layer se quence 13 Select the Add polyline icon from the Edit sub window to draw an additional layer soil mass on top of the existing soil layers with coordinates given in Table 11 2 Table 11 2 Coordinates of the top of the soil mass X coordinate m Z coordinate m 75 5 60 10 30 10 45 5 14 Quit editing by clicking the right mouse button 15 To check or modify the added points select a point by clicking the left mouse button The point will become a red square 16 Click the right hand mouse button and select Properties In the window displayed Fig ure 11 3 the co ordinates can be checked and modified if needed x co ordinate m eooo Z co ordinate m jooo Y co ordinate m poo Cancel Figure 11 3 Point window 17 Select the Automatic regeneration of geometry on off icon El from the Tools sub window so that the geometry as shown in Figure 11 4 appears If the Automatic regeneration of geometry icon already is selected click on the Edit El icon to regenerate the geometry Notice that the soil mass is located on the left side above the section where the pipeline is located in the Soft Organi
130. 362 D GEO PIPELINE User Manual Engineering Data xi Miscellaneous Bedding angle deg 1120 he Load angle deg 180 a Relative displacement mm foo Compression index H ooo Lubrication fluid Modulus of subgrade reaction of lubrication fluid kN m 50000 Phi lubrication fluid deg 1500 Adhesion lubrication fluid kN m4 fo Delta lubrication fluid deq p50 OO Unit weight lubrication fluid kNimy Mao Friction Factor of friction pipe roller f 1 H fio Friction pipe mud f 2 N mm 2 faooooso Factor of friction pipe soil f 3 H fozo Machine Outer diameter machine mm 623 00 Additional front force kN 15 00 Machine weight kN m 56 00 Overcut machine borehole mm joo Length machine m feooo Cancel Help Figure 4 45 Engineering Data window Direct Pipe Bedding angle _ Load angle Relative displacement Compression index Linear settlement coeff alpha_g for steel Modulus of subgrade reaction of lubrification fluid Phi lubrication fluid Adhesion lubrification fluid Delta lubrification fluid Unit weight lubrification fluid Factor of friction pipe roller f1 Friction pipe drilling fluid f2 Factor of friction pipe soil f3 78 of 362 The bedding angle 8 see Figure 4 42 The default value is 120 The load angle a see Figure 4 42 The default value is 180 Relative displacement between soil columns necessary for full development of friction dg The default value i
131. 47 28 1 2 Friction between pipeline and lubricant drilling fluid 347 28 1 3 Friction between pipeline and borehole wall 2 348 28 1 4 Friction due to the buckling ofthe pipe 2 348 28 2 Design rules forthe thrust force oaoa a a a 348 28 2 1 Bore path geometry M m 349 28 2 2 List of input parameters a o aoaaa a a a 349 28 2 3 Friction of the machine y n 349 28 2 3 1 Front force calculation 350 28 2 3 2 Friction in lubricant and machine borehole wall contact 350 28 2 4 Friction in straight sections of the borepath 2 350 28 2 4 1 Thruster boundary condition 351 28 2 5 Friction on the rollertrack SMR a a 351 28 2 6 Friction due to entry and exit of the bends gt oaoa aaa 351 28 2 7 Friction in curved sectionSiime W ee ee 351 28 2 7 1 Casel WA me ees 352 28 2 7 2 Casell Wy S SW 2 ee eee 352 28 2 9 Buckling s sese a MAM o ouaou En A 352 28 2 9 Adding the friction components to obtain the overall friction force 352 29 Effective Stress and Pore Pressure 353 29 1 Hydraulic head from piezometric level lines o oo oaa a 353 29 2 Phreatic line i E W eee 354 29 3 Stress by soil weil Ay aaa a 354 29 4 Distribution of stress byloading 0200200004 354 29 4 1 Stress increment caused by a line load
132. 59 19 7 View Input window Input tab Tutorial 12a oa ooa aaa 259 19 8 Factors WindOW ce eee a e es 260 19 9 Operation Parameter Plots window Safety uplift tab Tutorial 12a 260 19 10 Report window Uplift Factors section Tutorial 12a 261 19 11 Layers window Materials tab Tutorial 12b 24 261 19 12 Report window Uplift Factors section Tutorial 12b 262 19 13 Operation Parameter Plots window Safety hydraulic heave tab Tutorial 12b 263 19 14 Report window Hydraulic heave of the trench bottom section Tutorial 12b 263 19 15 View Input window Geometry tab Tutorial12c 264 19 16 Points window Tutorial12c 0000002 eee eee 264 Deltares List of Figures 19 17 Operation Parameter Plots windows Safety hydraulic heave tab Tutorial 12c 265 19 18 Report windows Hydraulic heave of the trench bottom section Tutorial 12c 265 20 1 Pipeline configuration for Tutorial13 naaa aaae 267 20 2 Model window oe ee we a ee aa a ee ae 269 20 3 Project Properties window View input tab 000 02 eee 269 20 4 Left Limit window cc 270 20 5 View Input window Geometry tab 1 2 es 270 20 6 Materials window 2 a 271 20 7 Phreatic Line window 2 1 aaa 271 20 8 Layers window Materialstab 1 1 ee 272 20 9 Pl linesperLayerswindow 2 aa a a a 272 20 10 Check Geometry window aaoo aa a a 273 20 11 Pipeline
133. 6 1864 0 1864 7 1192 0 1192 8 30 ie 30 9 3 0 3 10 1 0 1 11 0 0 12 0 0 0 13 0 0 0 14 0 0 0 15 0 0 0 16 0 0 0 17 0 0 0 18 0 0 0 19 0 0 0 20 0 0 0 21 0 0 0 22 0 0 23 0 0 0 24 ie 0 Figure 16 8 Report window Settlements of soil layers below the pipeline Deltares 231 of 362 D GEO PIPELINE User Manual 3 1 Soil Mechanical Parameters The list with data and issues is shown hereafter Note safety factors not applied Pvp Passive soil load Nim Pyn Neutral soil load im Phin Neutral horizontal soilload kN m Pyrin Reduced neutral soilload kN ky top1 Vertical modulus of subgrade reaction bilinear upward KN m ky top2 Vertical modulus of subgrade reaction upward KN m dv Vertical displacement mm ky Vertical modulus of subgrade reaction downward kN m Pye Vertical bearing capacity kN m kh Horizontal modulus of subgrade reaction Nim Phie Horizontal bearing capacity KN m tmax Maximal friction along pipe kN m dmax Displacement at maximal friction mm Vertical nr Pvp Pvn Phin Pyrin ky top kNim kNim kNim kNim KN M 1 358 100 50 50 3982 2 807 185 93 70 3982 3 807 185 93 70 3982 4 189 87 65 76 457 5 189 87 65 76 457 6 189 87 65 76 457 7 87 30 23 27 457 8 8 2 2 2 457 9 8 2 2 2 457 10 8 2 2 2 457 1 215 61 30 38 3735 12 270 76 38 44 3884 13 270 76 38 44 3884 14 270 76 38 44 38
134. 68 Steel pipes library window 1 we a 69 Product Pipe Material Data window Polyethylene 70 PE pipes library window 2 2 55 55 gee ee ss ee 71 Product Pipe Material Data window Pipe material sub window 71 Product Pipe Material Data window Steel or Concrete pipe Micro Tunneling model 2 222 222 44 MM oc oe ee 72 Product Pipe Material Data window Synthetic pipe Micro tunneling model 72 Product Pipe Material Data window Direct Pipe model 73 Engineering Data window HDD 0 00 00000 74 Definition of the bedding angle G andthe load angle 75 Engineering Data window Micro tunneling 76 Engineering Data window Construction in trench 77 Engineering Data window Direct Pipe 0 4 78 Drilling Fluid Data window 2 2 aa anaana 79 Factors window HDD for polyethylene pipe acc to the Dutch standard NEN 81 Factors window HDD for steel pipe acc to the Dutch standardNEN 83 Factors window HDD for polyethylene pipe acc to the European standard CEN Mm 4 TO ooann 85 Factors window HDD for steel pipe according to the European standard CEN 86 Factors window Micro tunneling 0 0500544 86 Factors window Construction intrench 004 87 Factors window Direct Pipe 2 00 00002 eee 88 Special Stress Analysis window HDD
135. 84 15 270 76 38 44 3884 16 270 76 38 44 3884 17 270 76 38 44 3884 18 270 76 38 44 3884 19 270 76 38 44 3884 20 270 76 38 44 3884 21 270 76 38 44 3884 22 270 76 38 44 3884 23 270 76 38 44 3884 24 270 76 38 44 3884 Figure 16 9 Report window 32 Click File and select Export Results as csv the soil mechanical parameters Soil Mechanical Parameters on the menu bar to create an export file with 33 Click on the Save button The export file is saved on the same directory as Tutorial 9 and can be opened using the Excel program for example see Figure 16 10 Figure 16 10 Content of the The export file contains the following data s T EON ne Se ere T SN CN ED E a pa a ev YO YY A i BI B ca 2 3 4 5 G 7 a 3 o a a o a e o a 2 i ae a a ae A PS Header Header Header Header ude Bundle Bunde Bundle Bunde Bunde Gude Pe Pie Pye Pie Section Sectin Section Section Section Section Section Section Section Section Section Section Section E C 5 3 5 i 5 f 5 5 5 5 f E Axial Axial Axial Axial Hortontal Horzontal Hortzontal Horcontal Horeontal Horeental Horizontal Horeontal Horzontal Fal 3 5 E 3 5 5 f 3 E 5 z E E j E l E E left left let left eft 3 Company Software Date Time PO PO D P P P Length Pip Pipe nr Diameter T Thickness I Material Ti Section nr x y 2 From Curved Deta f Qa Qn Qc Qp ct ole E mma iris fm m n mm fm on um oh Uo rm ewan Um Eek aa aN kN fa
136. 86 kN m f the pipe stays completely filled during operation the fluid gives an internal pressure of 520 kN m This taken in account the total allowable pressure becomes 706 kN m This is more than the maximum external pressure Figure 6 21 Report window Check for implosion section 6 2 6 2 Stress Analysis Direct Pipe 112 of 362 Deltares View Results Load combination 1A Start Thrust Operation This part of the report describes the axial and the tangential stresses at the start of the thrust operation 5 2 1 Load Combination 1A Start Thrust Operation V wh b 16 Maximum axial stress Sigma_a max 17468628 ran Hf In this load combination the tangential stress is negligible V4 Axial stress Sigma_b Mb Wb 1 15 1 10 E Ib 0 91 Rrol Wb Sigma_t f_pull T1 A Figure 6 22 Report window Stress analysis for load combination 1A Sigma_b Axial bending stress in N mm see Equation 25 23 Sigma_t Axial stress due to friction of the pipeline on the roller lane in N mm see Equation 25 25 Sigma_a max Maximum axial stress in N mm see Equation 25 26 Load Combination 1B Maximum Thrust This part of the report displays the calculated axial and tangential stresses at the maximum thrust See section 25 5 2 for background information 5 22 Ti Combination 1B Maximum Thrust sli A ay Wb 1 15 1 10 E Ib 0 91 Rmin Wb 125 N mm Sig Tmax A 48 N mm Maxim n
137. 9 17 6 Product Pipe Material Data window a aoaaa ee 240 17 7 Engineering Data window aaa Aaaa a a a 240 17 8 Subsidence Profiles window for vertical 1 00 0002 2s 241 18 1 Geometry of Tutorial 11 Se 243 18 2 Model window SRB ee ee 244 18 3 View Input window Geometry tab oaoa a ee 245 18 4 Materials window di SR 2 ww ee 246 18 5 Phreatic Line window QR RR es 246 18 6 Layers window Materialstab a soo 1 ee 247 18 7 View Input window Geometry tab 2 aa a 247 18 8 PlL linesperLayerwindow 0 a 248 18 9 View Input window Geometry tab steps for drawing awaterway 248 18 10 Points window ay Wh WR es 249 18 11 Calculation Verticals window 1 aoao a a 249 18 12 Boundaries Selectionwindow 2 6 we a a 250 18 13 Pipeline Configuration window 2 a 250 18 14 View Input window Input tab 2 2 251 18 15 View Input window Top View tab 00022 eee 251 18 16 Engineering Datawindow 2 2 a 252 18 17 Report window Soil Mechanical Parameters section 253 19 1 Pipeline configuration for Tutoriali12 0 0 0 00002 eae 255 19 2 Materials window aoaaa a 257 19 3 Layers window Materials tab o oo aooaa a 257 19 4 PL Line 1 window W ssas ss snrsi arseron ew 258 19 5 PL lines per Layer window 2 2 0 ee a 258 19 6 Calculation Verticals window ooa a a 2
138. A 23 16 max with 0 25 x D Zmax E for clay and peat 23 17 Bis x 1 E 0 20 x D Zma for sand 23 18 E05 x a where dp is the passive vertical soil load see Equation 23 2 On is the neutral vertical soil load see Equation 23 1 Zmax is the maximum displacement in m E is the average Young s modulus of the soil along a distance of 5 D above the top of the pipeline in MPa A is the soil cover above the top of the pipe in m Vertical modulus of subgrade reaction downward The vertical modulus of subgrade reaction downward is characterized by a bi linear spring ky 4 is the modulus of subgrade reaction in between 0 and 2 3 of the vertical bearing capacity while ky is the modulus of subgrade reaction in between 2 3 of the vertical bearing capacity and the vertical bearing capacity For clay and peat the modules of subgrade reaction downward are P ky1 0 25 x cu x 23 19 Do P ky2 0 04 x cu x 23 20 Do For sand the modules of subgrade reaction downward are P ka 0 5 x E x 23 21 o P kyo 0 1x EX a 23 22 o 300 of 362 Deltares 23 7 23 7 1 23 7 2 23 8 Calculation of soil mechanical data where cu and E in kN m respectively MN m are the average parameters of the soil along a distance of 5 D below the bottom of the pipeline and Py is the vertical bearing capacity determined according to section 23 8 If cy is nil a fictive undrained co
139. Drilling Fluid Pressure and Pore Pressure In the Equilibrium between Drilling Fluid Pressure and Pore Pressure section the static drilling fluid p is calculated and compared with the calculated pore pressure u for each vertical The ratio p u yields the safety factor which should be higher than the user defined requested safety factor 3 2 Equilibrium between Drilling Fluid Pressure and Pore Pressure Vertical nr Static column pressure Drilling fluid Water Safety Result kN kN Hl 1 152 127 1 20 suficient XI 255 216 118 suficient 3 299 254 1 18 sufficient 4 301 256 1 18 sufficient 5 298 253 1 18 sufficient 6 250 212 1 18 sufficient 7 145 120 1 20 sufficient 8 23 14 1 61 sufficient The static drilling fluid pressure is calculated and can be compared with the calculated groundwater pressure The quotient of the drilling fluid pressure and the groundwater pressure yields the safey factor which should be higher than the requested factor of safety of 1 10 Figure 6 3 Report window Equilibrium between Drilling Fluid Pressure and Pore Pres sure section The following is an explanation of the column headings _ Vertical nr Drilling fluid kKN m Water kKN m Safety Result 98 of 362 Number of the calculation vertical Static column pressure of the drilling fluid p4 see Equa tion 24 2 in
140. E User Manual Product Pipe Material Data xi Pipe material ltem name Steel PE100 Add Insert i Test pressure Delete Rename Database C Polyethene Material quality S E5 Negative wall thickness tolerance 5 Yield strength Namm 38500 Partial material factor ft fac Partial material factor test pressure f po Young s modulus N mm 7 20580000 Outer diameter product pipe Do mm jaa Wall thickness mm 3 73 Unit weight pipe material kN m2 78 50 Design pressure Bar fi 0 00 Bar fi 2 00 Deg C g 00 Temperature Variation Cancel Help Figure 4 33 Product Pipe Material Data window Steel Pipe material Choice between steel or polyethylene Database Click this button to import the name the outer diameter the wall thickness and the yield strength of a pipe material from the D GEO PIPELINE library see Figure 4 33 Material quality Description of the steel quality The data in this field is used in the report Negative wall thickness tolerance Tolerance on the wall thickness of the pipe in This value is used to determine the minimum wall thickness in the strength calculation Yield strength Partial material factor _ Partial material factor test pressure lt Young s modulus Yield strength of the pipe Rep in N mm Partial material factor of the pipe Ym The default value is 1 1 Partia
141. Enter a project identification number Annex ID Specify the annex number of the printout Enable the check box Save as default to use these settings every time D GEO PIPELINE is started or a new project is created Project Properties View Input Use the View Input tab to define the appearance of the View Input window section 2 2 3 x Identification View Input Display Labels IV Ant af F Paints V Legend IV Calculation Verticals Same Scale for x and y Axis IV Layers IV Layer Colors Layer labels as dies Layer Numbers i C Material Numbers M Origin C Material Names J Large Cursor IV Calculation Verticals Grid I Show Grid T Points I Snap to Grid Save as default Grid distance m 1 000 Cancel Help Figure 4 3 Project Properties window View Input tab Display Info Bar Enable this check box to display the information bar at the bot tom of the Outline View window Legend Enable this check box to display the legend Same scale for x and y axis Enable this check box to display the x and y axis with the same scale Layer colors Enable this check box to display the layers in different colors Rulers Enable this check box to display the rulers Origin Enable this check box to draw a circle at the origin Large Cursor Enable this check box to use the large cursor instead of the small one Calculation Verticals Enable this check box to display t
142. Figure 6 40 Subsidence Profiles window Vertical Type the vertical number that must be displayed or click the arrow up and arrow down keys I to scroll through the available verticals Fix axis Enable this check box to fix the range of the vertical axis of the graph of subsidence whatever the selected time step Use the Pan and Zoom HA buttons to select the part to be viewed in detail Deltares 125 of 362 D GEO PIPELINE User Manual 126 of 362 Deltares 7 Graphical Geometry Input 7 1 This chapter explains how to define the soil layers in a two dimensional cross section by drawing using the shared D Series options for geometry modeling section 7 1 introduces the basic geometrical elements that can be used section 7 2 lists the restrictions and assumptions that the program imposes during ge ometry creation section 7 3 gives an overview of the functionality of the View Input window section 7 4 describes the creation and section 7 5 describes the manipulation of general graphical geometry using the View Input window Besides graphical input the geometry can also be imported or tabular forms can be used see section 4 3 2 See the MGeoBase manual for a description of special features to create cross section geometry semi automatically from CPT and or boring records Geometrical objects Geometry can be built step by step through the repetitive use of sketching geometry creation and g
143. Geometry and select Layers on the menu bar to open the Layers window Select the Materials tab Figure 19 11 to assign the soil properties to the soil layers in the longitudinal cross section x Boundaries Materials l Available materials Layers Nuno Wateanane _ Soft Clay gt 2 Soft Organic Clay Medium Clay E1 Silty Sand Stiff Clay Peat _ Loose Sand Dense Sand Sand Gravel Loam Muck Undetermined Silty Sand gt OK Cancel Help Figure 19 11 Layers window Materials tab Tutorial 12b Deltares 261 of 362 D GEO PIPELINE User Manual 29 30 31 32 33 34 Assign the properties of the defined layer Soft Organic Clay to layer Number 2 in the longitudinal cross section The defined properties of Soft Organic Clay are assigned to layer Number 2 by clicking the Assign icon L in between the left and the right column Click on the OK button to quit the window and return to the Geometry tab of the View Input window to look at the change of layers name in the legend To start the calculations again click Calculation and select Start on the menu bar or press the function key F9 Open the Operation Parameters Plots window from the Results menu Open the Report window from the Results menu Go to paragraph 4 1 1 of the report Figure 19 12 As can be seen the uplift safety of the trenched pipe is still not OK as the calculated uplift factor 0 12 is lower than the required uplift factor 1 1
144. L lines per Layers on the menu bar to open the PL lines per Layer window Figure 20 9 in which the defined PL lines to the soil layers in the longitudinal cross section can be defined This window contains the information for the calculation of the groundwater pressure distribution In this tutorial only one PL line is defined The groundwater pressure at the top of the silty sand layer and the bottom of this layer should be calculated based on the hydraulic head of PL line 1 29 Click OK to close the window x Layer PL line PL ine i Cancel Help Number at top at bottom Figure 20 9 PL lines per Layers window p 1l 1 1 272 of 362 Deltares Tutorial 13 Face support and Thrust force for the Direct Pipe method 20 3 5 Check Geometry 30 The geometry can be tested by clicking Geometry and selecting Check Geometry on the menu bar If the geometry is entered properly the message shown in Figure 20 10 appears 31 Click OK to close the window I xi i The geometry has been tested and is ok Figure 20 10 Check Geometry window 20 4 Pipeline Configuration Installation of a pipeline using the direct pipe method starts with the pipeline on rollers before it enters the soil The pipe will enter and exit the soil with an angle of 5 degrees has a bending radius of 1250 meters and the lowest level of the pipe is at a level of 25 m below surface In this tutorial we use a pipeline with segments if
145. LINE can display results in long table and graphical form The tabular report contains an echo of the input soil mechanical calculation results per vertical drilling fluid pressures calculation results per vertical pulling force in the pipeline per characteristic point strength pipeline calculation results settlement results per vertical A graphical output of the drilling fluid pressures for all drilling stages and vertical stresses per vertical can also be viewed Features in additional modules D GEO PIPELINE comes as a Standard module section 1 3 which can be extended further with other modules to fit three other applications related to pipeline installation Micro Tunneling module section 1 4 1 Trenching module section 1 4 2 Direct Pipe module section 1 4 3 Micro Tunneling module 6 of 362 Deltares General Information Face support pressures The micro tunneling machine changes the stress conditions in the soil The deviations from the original stress conditions are largely determined by the size of the overcut and the applied shield Small deviations from the original conditions are acceptable as the stability of the soil adjacent to the micro tunneling machine is maintained A relative low face support pressure may lead to collapse of the soil in front of the shield which in turn may lead to subsidence of the surface or to settlement of soil layers below a construction or pipeline A re
146. N m foo Cancel Help Figure 4 51 Factors window Micro tunneling 86 of 362 Deltares Input Cu cohesion The safety factor on the cohesion for drained and undrained con ditions f The default value is 1 4 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Angle of internal The safety factor on the angle of internal friction fp The default friction Phi value is 1 1 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Horizontal effective The safety factor on the horizontal effective stress fen The stress default value is 1 5 Safety factor water The safety factor on the water pressure u fu The default value pressure is 1 05 Safety factor uplift The safety factor on uplift fupit The default value is 1 Contingency factor soil The contingency factor on soil cover fcover The default value is cover 1 1 Overburden factor silo The overburden factor on silo effect fsio The default value is effect 2 Stability ratio N The stability ratio V The default value is 3 This ratio is used for the calculation of the minimal support pressure in undrained conditions see Equation 26 2 in section 26 1 2 Unit weight water The unit weight of water Yw The default value is 10 kN m Click this button to reset all values to the default values NOTE If the input values in the Factors window differ from the default values the value appears in red color 4 7 1 3 Factors for Construction in tren
147. O 400 MB free hard disk space o SVGA video card 1024 x 768 pixels High colors 16 bits o CD ROM drive QO Microsoft Internet Explorer version 6 0 or newer download from www microsoft com Definitions and Symbols Co ordinate system The horizontal axis is defined as the X axis The vertical axis is defined to be the Z direction Upward is positive and downward negative Perpendicular to the cross section is the Y di rection The L co ordinate is the projection of the horizontal co ordinate X along the pipeline trajectory 12 of 362 Deltares General Information a eee Figure 1 11 Co ordinate system Geometric data Cross section of the pipe A m r r Outer diameter of the pipe Equivalent diameter of the bundled pipeline Average diameter of the pipe Dy Do dn Inner diameter of the pipe Di D 2 dn Minimum wall thickness of the pipe d dn 1 amp 100 Nominal wall thickness of the pipe Equivalent nominal wall thickness of a bundled pipeline Moment of inertia of the pipe Ip 7 D3 D 64 Moment of inertia of the wall Jy d 12 overcut Difference between the hole radius and the outer radius of the prod uct pipe micro tunneling fe obbbh QA 5 2 a a To Outer radius of the pipe Tg Average radius of the pipe Tj Inner radius of the pipe Wp Resisting moment of the pipe Wp 2 Tp Do Ww Resisting moment of the wall Ww d2 6 r Negative wall thickne
148. Qn Deltares Safety factor on implosion at long term Yimp iong The default value is 3 as prescribed in paragraph 8 5 5 1 of NEN 3650 3 NEN 2012c Safety factor on implosion at short term Yimp short The default value is 1 5 as prescribed in paragraph 8 5 5 1 of NEN 3650 3 NEN 2012c Contingency factor on the total unit weight above and below the phreatic level f The default value is 1 1 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Contingency factor on the cohesion for drained and undrained con ditions fs The default value is 1 4 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Contingency factor on the angle of internal friction f The de fault value is 1 1 as prescribed in Table B 2 of NEN 3650 1 NEN 2012a Contingency factor on the Young s modulus fe The default value is 1 25 as prescribed in Table B 2 of NEN 3650 1 NEN 201 2a Contingency factor on pulling forces f to take into account the stochastic distribution in the value of the different friction compo nents and the uncertainty on the model The default value is 1 4 as prescribed in paragraph E 1 2 1 of NEN 3650 1 NEN 201 2a NOTE According to the NEN 3650 1 article E 1 2 3 the contin gency factor on the pulling force for bundled pipelines should be in creased to 1 8 because due to the pull back of the bundled pipelines the risk on higher pulling forces than calculated is present Contingency factor on the modulus of
149. SZ 14 Sigma_a max 172 N mm Tangential st Ss u action of soil in bends according to NEN 3650 1 annex 5 D3 3 qr kv Y 0 32 S E 1 1 10 Do R Lambda kv N a 25 1 6E 4 mm 1 qr l 0 05069 N mm Load qbuc on pipeline due t ing Je N L 2 F 3 E l pi 2 0 5 1 qbuc 4 N F Gap A L J i A qtot qr qbuc 5 WA Maximum tangential stress Sigma_t max v iw D 3 833 L 0 033433 N mm 34 N mm Sigma_qr k qtot rg Ww Do 34 N mm L Figure 6 23 Report window Stress analysis for load combination 1B Sigma_b Axial bending stress in N mm see Equation 25 27 Sigma_t Axial stress due to pull back in N mm see Equation 25 28 Sigma_a max Maximum axial stress in N mm see Equation 25 29 Deltares 113 of 362 D GEO PIPELINE User Manual I Lambda Characteristic stiffness between the pipeline and the soil in mm see Equation 25 13 qr Soil reaction in N mm see Equation 25 11 N 22 qbuc Additional friction caused by buckling in N mm Sigma_qr Stress due to soil reaction in N mm see Equation 25 31 Sigma_t max Maximum tangential stress in N mm see Equation 25 32 Load Combination 2 Application internal pressure This part of the report displays the calculated stresses when the internal pressure is applied See section 25 5 3 for background information Due to internal pressure Sigma_py pd Do t 2 t 258 N mm Sigma_px 0 5 Sigma_
150. The cavity expansion theory describes the definition of the maximum allowable drilling fluid pressure at which the wall of the borehole becomes unstable Such limit pressure is the highest pressure that can be sustained by a cavity in the soil Logically this forms an upper boundary for the drilling fluid pressure in the borehole When the borehole is created the drilling fluid will exert pressure on the soil When the pressure rises above a certain value plastic deformation of the soil will occur initially adjacent to the borehole When the pressure is increased further beyond this value the zone with plastic deformation will increase If the zone with plastic deformation reaches the surface a blow out will occur In granular materials drained soil layers the drilling fluid pressure may lead to development of cracks around the borehole when the pressure exceeds a certain maximal value which is related to the strain of the borehole wall In order to prevent blow outs or damage to structures close to the borehole care should be taken that the plastic zone remains within a safe radius around the hole Therefore the pressure that creates a plastic zone that does not extend beyond the established safe radius must be determined To determine the maximum allowable drilling fluid pressure different formulas are used de pending on the soil material sequence above the pipeline 316 of 362 Deltares 24 2 1 Drilling fluid pressures calculatio
151. The defined properties of Soft Organic Clay are assigned to layer Number 2 by clicking the Assign icon Llin between the left and the right column 23 Click on the OK button to quit the window and return to the Geometry tab of the View Input window to look at the change of layers name in the legend Figure 10 7 Z 18 00 Add pliine s Curent obiect None Figure 10 7 View Input window Geometry tab 24 Click Geometry and select Pl lines per Layers on the menu bar to open the PL lines per Layers window to assign the defined PL lines to the soil layers in the longitudinal cross section Those information s are used for the calculation of the groundwater pressure distribution 25 The groundwater pressure at the top of the Soft Organic Clay layer should be calculated based on the hydraulic head of PL line 1 the phreatic line Figure 10 1 Since the Coarse Deltares 177 of 362 D GEO PIPELINE User Manual Sand layer is an aquifer with an enhanced artesian groundwater pressure the groundwater pressure at the bottom of the clay layer should be calculated based on the hydraulic head of PL line 2 Of course the water pressure at the top and at the bottom of the coarse sand layer should be calculated based on the hydraulic head of PL line 2 This will result in the Pl lines per layer window shown in Figure 10 8 D PlL lines per Layer xi Layer PL line PL line Number at top at bottom Figure 10 8 PL lin
152. The optimal volume of water placed in the pipe provides the most advantageous distribution of buoyant forces Buoyancy of the pipeline when filled with water for 15 Uplift forces A 2297 kg m Weight of pipeline including filling 1288 kg m Result 1009 kg m Pipeline moves upwards Figure 6 10 Report window Buoyancy Control section The following is an explanation of the content Uplift forces Weight of the drilling fluid in kg m See Equation 25 1 in sec tion 25 1 Weight of pipeline Weight of the pipeline filled with water in kg m see Equation 25 4 including filling in section 25 1 Resulting Effective weight of the pipeline in kg m see Equation 25 5 in section 25 1 See section 25 1 for background information on buoyancy control 106 of 362 Deltares View Results Calculation pulling forces This part of the report displays the calculated pulling forces without applying a contingency factor for characteristic locations along the drilling line In a case without horizontal bending six characteristic points are calculated Their location is given in Figure 6 12 In case of horizontal bending the beginning and ending points of each horizontal bending will be defined as characteristic points 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 20 friction between pipe and drilling
153. The values are used in the pipe stress analysis to determine the moment coefficients ji Om top In a 4 S neutraal klei veen 0 5 Oy ky NG lowA formule neutraal zand Figure 9 4 Bedding and load angles on the pipeline according to Figure D 2 of Factors NEN 3650 1 D GEO PIPELINE performs the calculations for the pipe stress analysis according the Dutch regulations described in the NEN 3650 and 3651 The safety philosophy described in Annex B and D of the NEN 3650 1 NEN 2012a is applied on the calculations Deltares 163 of 362 D GEO PIPELINE User Manual 14 Click Defaults on the menu bar and select Factors to open the Factors window for watching the default values or for alternating these values Since the window shown in Figure 9 5 shows all factors according the Dutch regulations adapting the values is not necessary 15 Click OK to confirm xi Contingency factors Load factors Total unit weight NEN fy 1110 Design pressure a ps Cu cohesion NEN H i40 Design pressure combination a fis Angle of internal friction Phi NEN H f0 Test pressure a pio E modulus NEN H f5 Installation fio Pulling force NEN H 140 Soilload Gn u fso Modulus of subgrade reaction NEN fico Temperature fio Soil load Qn NEN H f0 Traffic load u hs Pressure borehole NEN H fio Miscellaneous Bending radius NEN fy 41 10 Fein ERE u fro Berrang moment Stes C BE
154. This maximum pore pressure should not exceed the maximum allowable external pressure This writes Umax S Po 25 70 where y 3 and F is the module at long term for the calculation of po If the pipe is completely filled the maximum allowable external pressure becomes po Prin and the check on implosion becomes Umax lt Po Prin 25 71 334 of 362 Deltares 26 26 1 26 1 1 26 1 2 Micro tunneling Support pressures and thrust forces Drilling through the soil changes the stress conditions in the soil The deviations from the original stress conditions are largely determined by the size of the overcut and the face sup port pressure of the applied shield Small deviations form the original stress conditions are acceptable as the stability of soil adjacent to the micro tunneling machine is maintained A relative low support pressure may lead to settlement in front of the tunneling machine which in turn may lead to settlement of the surface or to settlement of soil layers below a construction or pipeline A relative high support pressure can lead to a blow out of drilling fluid or may lead to heave of the surface Target support pressure In order to minimize the effect on the stress conditions the drilling should be performed using a target support pressure OT ac which is close to the neutral horizontal pressure OTac Ohn U 26 1 where u is the pore pressure in kN m at the shield center see Equation 29 4 ah
155. V 2 12 2 Geometry Top View Picture 2 13 Drilling Fluid Pressure Data 2 14 Factors Drilling Fluid Pressures 3 1 Drilling Fluid Pressure Data 3 2 Equilibrium between Drilling Fluid Pressure and Pore Pressure 3 3 Drilling Fluid Pressure Plots V 3 3 1 Drilling Fluid Pressures during Pilot Picture 3 3 2 Drilling Fluid Pressures during Prereaming Picture 3 3 3 Drilling Fluid Pressures during Reaming and Pullback Operation Picture gt vi a M 4 lt lt lt lt lt lt lt lt lt lt lt 4 lt m 4 w SJK IV Page numbers in Table of Contents slows down report generation Select All Deselect All Cancel Help Figure 6 1 Report Selection window 6 2 Report On the menu bar click Results and then choose Report to open the Report window displaying the selected results section 6 1 of the calculation This window displays the contents of the ASCII file with extension drd Click the Print active window button on the icon bar to print the report Use the Export Report option in the File menu to export the report in RTF PDF TXT or HTML format The report has its own toolbar Those four buttons enable the user to zoom in to zoom out Q 9 E E to zoom the full page or to zoom the page width Those
156. View Input window is displayed Figure 7 8 with the default limits of the geometry from O to 100 m iz 15 00 Edit Curent object None Figure 7 8 View Input window Geometry tab 134 of 362 Deltares 7 4 2 7 4 3 Graphical Geometry Input Set limits The first thing to do when creating new geometry is to set the model limits This is possible by selecting and then dragging the limits to their proper place one by one It is also possible to select a limit and edit its value by clicking the right hand mouse button after selecting the limit and then choosing the Properties option in the pop up menu The property window belonging to the selected limit is displayed Figure 7 9 enabling to define the new X co ordinate for this limit xi Limit at right side m 75 000 Cancel Figure 7 9 Right Limit window Draw layout It is possible to use the Add single line s Add polyline s and Add point s to boundary PL line buttons to draw the layout of the geometry See section 7 3 2 for more information s on how using those buttons Add single line s and Add polyline s al Each poly line is displayed as a solid blue line and each point as a small black rectangle Figure 7 10 Figure 7 10 Representation of a polyline The position of the different points of a poly line can be modified by dragging the points as explained in section 7 5 4 or by editing the poly line This is done by c
157. X di 27 9 n Wirz X ria X dja 27 10 j 1 with 2 b do b do f 1 x arctan pe SS arctan T a a b a b where a is the width horizontally of the slope of the trench in m b is the depth of the slope of the trench in m did is the sum of the thickness of the layers above the excavation level in m dog is the sum of the thickness of the layers below the pipe excavation level and above the aquifer in m f is the factor for the contribution of the layers above the excavation level according to Figure 27 2 Wot is the weight of the soil layers above the trench bottom in kN m Wiot2 is the weight of the overburden soil layers below the trench bottom in kN m Jid is the average unit weight of the layers above the excavation level in kN m Upward water pressure Pzd Ha X Yw 27 11 where 344 of 362 Deltares Trenching Ha is the hydraulic head with respect to the upper boundary of the aquifer calculated according to section 29 1 w is the unit weight of water in KN m U1 d Ha dzd 2d Figure 27 2 Factor f for the contribution of the layers above the bottom of the excavation Figure 19 of NEN 6740 2006 Deltares 345 of 362 D GEO PIPELINE User Manual 346 of 362 Deltares 28 28 1 28 1 1 28 1 2 Direct Pipe This chapter describes the mechanisms that contribute to the thrust force in the Direct Pipe Method DPM Friction force me
158. Z tee i fo ii ki 3 r ii rae bs k 2 wo 1 Pd RS LF ee ee N ere PON ff wee Te Bo Peo Piss Y mao eae 4 gee me eS ae we ee Sees F Seg N H Eo a ten wot 4 ates MeN F Sa Na T T T T T 500 oo s00 100 0 1600 L coordinate m d s to rig ee Minimum requi fluid pressure pilot from right to lett Figure 10 12 Drilling Fluid Pressures window 36 Click on the tabs Prereaming and Reaming and pullback operation to look at the results of the other drilling stages 37 Close the window to return to the main menu 10 8 Drilling fluid pressure and groundwater pressure During the stages of horizontal directional drilling the borehole is filled with drilling fluid The drilling fluid has a certain unit weight which is largely dependent on the initial unit weight of the drilling fluid and the amount of cut soil material in the drilling fluid If the borehole is located in soil layers with an artesian water pressure aquifers the risk of leakage of groundwater through the borehole to the surface exists The leakage of groundwater will result in flow of water through the borehole which in turn will lead to borehole instability when the drilling fluid is flown out of the borehole located in coarser granular layers This risk is automatically assessed when a D GEO PIPELINE calculation is performed 38 Click Results and select Report on the menu bar to watch the results of leakage assess m
159. _ EI 25 17 i 1 1 a 2 Giot gt gP oi m 4 Doi 2dni x yi 25 18 j l De O Dos 25 19 The equivalent diameter can be used to determine the equivalent wall thickness of the pipeline G 1 Stot L Y D3 Deq dda 25 20 Yeq Deg gt n X D Do a Bda i l 2 dn eq 25 21 where n is the number of pipelines in bundle 324 of 362 Deltares 25 5 25 5 1 Strength pipeline calculation Doi is the outer diameter of pipeline number 2 in m Deg is the equivalent diameter of the pipeline in m i is the wall thickness of pipeline number 2 in m eq S the equivalent wall thickness of the pipeline in m i is the unit weight of the material of pipeline number i in kN m eq is the equivalent unit weight of the pipeline material in kN m is a factor f 1 n The calculated pulling force is acting on all the pipelines in the bundle The magnitude of the pulling force of a single pipeline can be determined as follows T 2 n j i Ti G Doi 3 Doi 2 dni x Tiotal Pea D2 F Dh F Dos 2dns i 1 In case the stiffness of the pipeline materials is significantly different for example a combined bundle of steel and PE pipelines a different approach is applied In addition to the previous align the total pulling force is divided over the stiff steel pipelines The PE pipelines are then considered as single pulled in pipelines Strength calculation
160. a D GeoPineine 63267 2013 134220 20 o a a o 8 2250 i 120 224 Steel i o 6 10 Tobobo o o o 1004 o 117008 3007 3 2 O Geo Pine 63267 2013 134220 20 oo 6 w o 61212507 11200 224 steel 2 69 0 6 30 ToDobool o ol o n O 234486 300783 ia D Geo Pilne 63 267 2013 13 4220 20 o 6 w o 6 1212507 11200224 Steel 3 40 o 6 50 ToDobool o o 1298 O 2344 86 3007 83 zat DGeoPielne63 267 2013 134220 20 o 6 w o 61212507 11200224 Steel a w o 6 70 Toboool o o o na O 2779913782 15 O Geo Pipeline 63267 2013 134220 20 o 6 380 0 6 1212507 11200224 steal 5 o 06 80 Tebobool ol o na O 277 13782 iel D Geo Pipeline 63 267 2013 13 42 20 20 o 6 w o 6 1212507 11200224 Steel 6 20 o 6 110 ToDobool o o 1132 o 2799 13782 al DGeoPipelne63 267 2013 134220 20 oo 6 w 0 6 1212507 11200224 Steel 74 0 6 130 ToDoBool o 0578 o 1080313782 18 DGeoPipelne 63 267 2013 134220 20 o 6 w 0 6 1212507 11200224 steal 5 06 150 Tebobool o o o am o 2705 13782 is DGeo Pipeline 63 267 2013 13 4220 20 o 6 w o 6 1212507 112002244 Steel 9 20 o 6 170 ToDobeol o o o an O 2705 13782 EJ DGeoPielne63 267 2013 134220 20 o e wo 0 6 1212507 11200224 Steel 70 100 0 6 190 ToDoBool o o an O 2705 13782 21 DGeoPipelne 63 267 2013 13 4220 80 o 6 w 0 6 1212507 11200224 steal no w 06 210 Toboool o o o 848 O 72655 291404 22 D Geo Pipeline 63 267 2013 13 4220 30 o 6 w o 6 1212507 112002244 Steel 12 140 o 6 230 ToDeBool o o o sm O 897 32 295228 Eal DGeoPielne63 267 2013 134220 80 o 6 w o 61212507
161. a aa a a a a ee e aT A 29 3 1 1 General options oaa a a 29 3 1 2 Option Export Results as csv ooa aa a 30 mee TOUSTEM o ca a ke ee ek ee a we aS a 32 321 Program Options View 25 sadora a he eee bh he ee ee 33 3 2 2 Program Options General 2 2 00 33 3 2 3 Program Options Locations 0 08 ee eee 34 3 2 4 Program Options Language 004 35 3 2 5 Program Options Modules 0 0 00 ee eee 35 moo WHIP MeN o sor ok ee Se ee a ew a ee abe er 8 36 3 3 1 Error Messages 2 2 a 36 Deltares iii D GEO PIPELINE User Manual 4 Input 4 1 4 2 4 3 4 4 4 5 4 6 4 7 33 2 MEW fg eoe a we a Ee we ae Pe wR ae 36 3 3 3 Deltares Systems Website 2 00002 eee 36 ae SUPPO ee ae ok See SR BAe Gk ek oH Gea Eek a 36 55 0 About D GEO PIPELINE 26 eae ove 2u p acna k YP ee we eS 36 39 Project MERU o coe ava eke ed eke a hae ee eS 39 ALI Model s ke ek ae ae a a ee ee we 39 4 1 2 Project Properties 00000002 eee 40 4 13 ViewiputPile c s rsu eke Bk ae oe eee ee we 42 SOU MGT os eg A Oe a E oe gee ee ee we 42 4 2 1 Materials Standard 202 02 02004 43 4 2 2 Materials Settlement Koppejan 24 43 4 2 3 Materials Settlement Isotache 4 45 4 24 Materials Database 0 0 200000 46 Geometry menu 2 9 mm oes 46 43 1 New 2 4 GY Qa
162. a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back the pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected bore hole m pulling force KN T 0 11 T2 25 17 T3 129 44 T4 155 50 15 260 79 T6 284 85 The calculated pulling force is the mean value Itis recommended to use a contingency factor of at least 1 4 for the stress analysis In the subsequent pipe stress analysis a factor of 0 00 is used and a load factor of 1 10 steel only The maximum representative pulling force is 392 kN calculation factor excluded At this pulling force level the stresses in the pipeline are equal to the maximum allowable stress Figure 12 5 Report window Calculation Pulling Force In paragraph 5 1 Figure 12 6 the data for the pipe stress analysis is given The value of the 194 of 362 Deltares Tutorial 5 Drilling with a horizontal bending radius minimal bending radius is equal to Rmin 386 m 5 1 General Data Pipeline diameter Do 400 00 mm Wall thickness t 36 4 mm Unit weight pipeline material gamma_s 9 54 kN m Unit weight drilling fluid pullback operation gamma_b 11 10 kN m Minimum bending radius R 386m Friction coefficient pipe rollers f1 0 10 Fric
163. ab D SETTLEMENT formerly known as MSettle MSeep and D SHEET PILING formerly known as MSheet For a full description of these programs and how to obtain them visit www deltaressystems com Export as Plaxis DOS This option displays the Save As Plaxis DOS dialog that enables the user to choose a di rectory and a file name in which to save the current geometry The file will be saved using the old DOS style geometry format for the Deltares Systems programs Files in this format can be used by the finite element program Plaxis and in old DOS based versions of Deltares Systems programs such as D GEO STABILITY DOS and MZet DOS Saving files of this type will only succeed however if the stringent demands imposed by the old DOS style are satisfied number of layers lt 20 number of PL lines lt 20 number of lines per boundary lt 50 total number of points lt 500 To be able to differentiate between an old DOS style file and a normal geometry file the file dialog that prompts for a new file name for the old DOS style geometry file suggests a default file name prefixing the current name with a D Limits Use this option to edit the geometry limits Geometry Limits x Geometry Limits Boundary limit at left m 0 000 Boundary limit at right m 75 000 Cancel Help Figure 4 13 Geometry Limits window A limit is a vertical boundary defining the end at either the left or right side of
164. ade reaction section 23 7 ultimate vertical bearing capacity section 23 8 ultimate horizontal bearing capacity section 23 9 vertical displacement Section 23 10 maximal axial friction and friction displacement section 23 11 displacement at maximal friction section 23 12 global determination of the soil type Section 23 13 traffic load section 23 14 oOo OO 099 909090999900 If the definition of some parameters in the equations of this chapter is missing refer to sec tion 1 7 23 1 Neutral vertical stress y zig Do Figure 23 1 Schematic diagram for calculation of the neutral vertical stress According to article C 4 2 2 of NEN 3650 1 NEN 2012a the neutral vertical stress qn is defined as Figure 23 1 Qn 0 H 0 5 17 8 x y x Do 23 1 where o H _ is the vertical effective stress at depth H in kN m o H Yunsat X H1 Ysat Jw X He see Figure 23 2 for the definition of H and Alo A is the soil cover above the top of the pipe in m see Figure 23 2 y is the effective unit weight of the soil in kN m y Yunsat above the phreatic line and 7 sat w below the phreatic line Deltares 293 of 362 D GEO PIPELINE User Manual Figure 23 2 Schematic diagram for the definition of parameters H H2 Yunsat and Ysat Figure C 5 of NEN 3650 1 23 2 Passive vertical stress According to article C 4 2 4 2 of NEN 3650 1 the passive vertical stress qp is defined as
165. al 2a 4 3 Check on Calculated Stresses of Pipe Pipe 1 According to NEN 3650 2 art 5 D 3 1 the calculated stresses for the load combinations must meet the following conditions note Re 355 N mm Load combination 1 Sigma_v lt Re Gamma_m Load combination 2 Sigma_ptest lt Re Gamma_test Sigma_py lt Re Gamma_m Sigma_pm lt 1 1 Re Gamma_m Load combinations 3 and 4 Sigma_vmax lt 0 85 Re Re_20deg Gamma_m All stresses in all conditions are allowable Max allowable Load Load Load Load Load stress combination1A combination1B combination2 combination3 combination4 N mm Sigma_v 322 73 99 110 Sigma_ptest 355 00 20 Sigma_py 322 73 20 Sigma_pm 355 00 17 Sigma_vmax 548 64 111 112 Stresses in pipeline N mm The deflection of the pipeline is 0 3 mm 0 09 x Do The maximum allowable deflection of the pipeline is 16 2 mm 5 00 x Do The deflection is allowable For piggability the maximum allowable deflection of the pipeline is 16 2 mm 5 00 x Do The deflection is allowable Figure 9 13 Report window Check on calculated stresses Tutorial 2b 9 8 Polyethylene Product Pipe Tutorial 2c Besides a pipe stress analysis on steel pipes a pipe stress analysis on PE pipes can be carried out using D GEO PIPELINE 32 Click File and select Save As on the menu bar to select the Save As window and rename the file into lt
166. al parameters in export file The calculation of the settlement of the soil layers below the pipeline is performed exter nally by D SETTLEMENT formerly known as MSettle the settlement calculation program of the Deltares Systems tools Therefore the directory where the program is installed must be given 27 Click Tools on the menu bar and select Program Options to open the Program Options window Then select the Locations tab Figure 11 7 28 If needed change the directory where the Settlement program is installed by clicking the Browse button 29 Click OK to confirm D Program Options xi View General Locations Language Modules IV Save last used current directory as working directory Working directory J7 Use MGeobase database MGeobase database D Program Files GeoD elft MGeobase MGeobase g Settlement program D Program Files Deltares D Settlements D Settlement E Cancel Help Figure 11 7 Program Options window Locations tab The other soil mechanical parameters are calculated automatically in D GEO PIPELINE 188 of 362 Deltares Tutorial 4 Exporting soil mechanical data for an extended stress analysis 30 To start the calculations click Calculation and select Start on the menu bar to or press the function key F9 Ignore the message of Cu values of 0 above the drained undrained boundary 31 Click Results and select Report on the menu bar to look at the results of the settlement calc
167. all thickness Yield strength mm mm A A RRA A AE TAA A AE AE AE AEA A AE A AE AT A AT A AE AEAT AT AX Cancel Help Figure 4 34 Steel pipes library window Polyethylene pipe Different types of polyethylene pipes can be selected from the database see Figure 4 36 User defined values can also be defined for a PE pipeline Deltares 69 of 362 D GEO PIPELINE User Manual Pipe material Item name C Steel Polyethene Database Material quality P PET 00 Young s modulus short N mm fi 200 00 Young s modulus long N mm f300 o0 Allowable strength short N mm fi 0 00 Allowable strength long N mm 18 00 Tensile factor H 10 65 Outer diameter product pipe Do mm 255 00 Wall thickness mm fs2300C t s Unit weight pipe material kN m 9 54 Design pressure Bar foo Add Insert i Test pressure Bar fizoq o Delete Rename Temperature Variation Deg C po Cancel Help Figure 4 35 Product Pipe Material Data window Polyethylene Pipe material Choice between steel or polyethylene Database Click this button to import the name the outer diameter the wall thickness and the yield strength of a pipe material from the D GEO PIPELINE library see Figure 4 36 Material quality Description of the polyethylene quality The data in this field is used in the report Young s modulus short Young s modulus long Mo
168. allowable drilling fluid pressure plastic lated to soil cover uired drilling fluid pressure pilot from left to right required drilling fluid pressure pilot from right to left Figure 6 31 Drilling Fluid Pressures Plots window Use the Pan and Zoom buttons to select the part to be viewed in detail Deltares 119 of 362 6 4 6 4 1 D GEO PIPELINE User Manual Operation Parameter Plots In the Results menu choose the Operation Parameter Plots option The content of the Oper ation Parameter Plots window depends on the selected model Refer to section 6 4 1 for Micro tunneling Refer to section 6 4 2 for Construction in trench Refer to section 6 4 3 for Direct Pipe Operation Parameter Plots for Micro Tunneling For Micro tunneling model the Operation Parameter Plots window displays three different plots by clicking on one of the three tabs the face support pressures at the micro tunneling machine Figure 6 32 the thrust pressures along the micro tunnel or pipe segments Figure 6 33 the uplift safety factor along the micro tunneling Figure 6 34 Use the Pan and Zoom E buttons to select the part to be viewed in detail For background information refer to chapter 26 lolx Face support pressure Thrust forces L Safety uplift Edit Face support pressure Fi Fa x Piu Face support pressure KN m2 T T T T
169. amiliarize the user with the structure and user interface of D GEO PIPELINE The Tutorial section which follows uses a selection of case studies to introduce the program s functions Starting D GEO PIPELINE To start D GEO PIPELINE click Start on the Windows menu bar and then find it under Programs or double click a D GEO PIPELINE input file that was generated during a previous session For an D GEO PIPELINE installation based on floating licenses the Modules window may ap pear at start up section 3 2 5 Check that the correct modules are selected and click OK When D GEO PIPELINE 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 section 3 2 Main window When D GEO PIPELINE is started the main window is displayed Figure 2 1 This window contains a menu bar section 2 2 1 an icon bar section 2 2 2 a View Input window sec tion 2 2 3 displaying the pre selected or most recently accessed project an info bar sec tion 2 2 4 a title panel section 2 2 5 and a status bar section 2 2 6 I D Geo Pipeline Horizontal Directional Drilling D Project HDD designed with D Geo Pipeline Fie Project Soil Geometry GeoObjects Ose SR 2s e View Input Figure 2 1 Main Window The first time D GEO PIPELINE is started after installation the View Inout window will be closed
170. an also be entered manually if avail able in the Calculation Verticals window refer to section 4 4 2 4 1 2 Project Properties On the menu bar click Project and then choose Properties to open the input window The Project Properties window has two tabs which allow the settings for the current project to be changed Identification to specify project identification data View Input to define the appearance of items in the View Input window Project Properties Identification Use the Identification tab to specify the project identification data Project Properties x Identification view Input Title 1 Project D Geo Pipeline Title 2 HDD Title 3 Date 9 7 2013 MV Use current date Drawn by DSC Project ID 1012 23456 Annex ID 12 I Save as default Cancel Help Figure 4 2 Project Properties window Identification tab Titles 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 Date The date entered here will be used on printouts and graphic plots for this project Either mark the Use current date check box to automati cally use the current date on each printout or enter a specific date 40 of 362 Deltares Input Drawn by Enter the name of the user performing the calculation or generating the printout Project ID
171. andy clay 25 lt y lt 30 c gt 1 10500 Stiff sandy clay 22 5 lt p lt 25 c gt 5 10200 Clayey sand 22 5 lt yp lt 25 c lt 5 10500 Stiff clay 20 lt y lt 225 c gt 10 10500 Medium stiff clay 20 lt y lt 22 5 c lt 10 11500 Stiff clay 17 lt y lt 20 c gt 10 10500 Medium stiff clay 17 lt yp lt 20 5 lt c lt 10 11500 Soft clay 17 lt p lt 20 c 12500 Peat organic clay p lt 17 12500 In the case of a layered sub soil the highest C value of a layer with a significant thickness is normative In the case of a sub soil with an alternation of layers with relative small thicknesses a weighted interpolation can be performed to determine the C value n Ci a G x af with diotal Ds di 22 4 i 1 7 diotal where n is the total number of layers in the curve Ci is the C value of layer 7 di is the thickness of layer 7 in m diot is the total thickness of all layers in the curve in m Allowable curve radius for polyethylene pipes According to article 8 6 4 of NEN 3650 3 NEN 2012c the minimal curve radius for PE pipes is equal to the bending factor as given in Table 22 5 times the diameter Table 22 5 Bending factor acc to table 6 of NEN 3650 3 Diameter in mm Bending factor 63 160 50 200 250 75 315 355 100 400 630 100 710 800 125 Deltares 289 of 362 22 1 5 22 2 22 3 D GEO PIPELINE User Manual Determination of combined be
172. ans of trenching A trench is made by excavation the pipe is installed and the trench is often filled with the soil derived from the excavation itself The risks involved during installation include slope failure and bursting of the trench bottom After installation uplift of the pipe and pipe deformation due to settlement are problems that may occur The objectives of the exercise are To schematize the soil layers with groundwater with different hydraulic heads To calculate the soil mechanical parameters for a pipeline in a trench The following modules are needed D GEO PIPELINE Standard module HDD Trenching module This tutorial is presented in the file Tutorial 11 dri Introduction to the case In this tutorial a simple trench is modeled The trench passes a small waterway The geometry of tutorial 7 forms the base of this tutorial Figure 18 1 Geometry of Tutorial 11 This tutorial is based on continuation of the file used in Tutorial 7 chapter 14 1 Click File and select Open on the menu bar to open the Open window 2 Select Tutorial 7 and click the Open button to open de file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 11 gt Deltares 243 of 362 18 2 D GEO PIPELINE User Manual Table 18 1 Layer properties Tutorial 11 Silty Sand Soft Organic Clay Dry unit weight kN m
173. ar to open the Open window 2 Select Tutorial 13 and click the Open button to open the file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 14 gt Click the Save button to save the file for Tutorial 14 A 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 14 for D GEO PIPELINE gt and lt Direct Pipe stress analysis gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK 280 of 362 Deltares Tutorial 14 Stress Analysis Direct Pipe 21 2 Geometry This tutorial considers a layered soil sequence An organic clay layer on top of a silty sand layer will be considered The new soil layers should be specified in the geometry window 8 In the View Input window switch to the Geometry tab to edit the existing soil layer se quence 9 Click the Add single line s button from the Edit panel to draw an additional line which represents the lower boundary of the peat layer on top of the silty sand layer Place the boundary at Z 5 m Click the right mouse button to escape from the single line drawing 10 Click the Zoom limits button from the Tools panel so that the drawn geometry appears in the center of the screen 21 3 Soil layer properties The properties of the soil layers in the layered soil sequence should now be specified 11 Click Soil an
174. are Deltares Systems has developed a suite of software for geotechnical engineering Besides software Deltares Systems is involved in providing services such as hosting on line 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 For more information about Deltares Systems geotechnical software including download options visit www deltaressystems com 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 com 20 of 362 Deltares 2 2 1 2 2 Getting Started This Getting Started chapter aims to f
175. ark 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 GEO PIPELINE 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 bench marks described in literature for which an approximate solution is known Group 3 Benchmarks from spread sheets Benchmarks which test program features specific to D GEO PIPELINE Group 4 Benchmarks generated by D GEO PIPELINE Benchmarks for which the ref erence results are generated using D GEO PIPELINE Group 5 Benchmarks compared with other programs Benchmarks for which the results of D GEO PIPELINE are compared with the results of other programs The number of benchmarks in group 1 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 group 2 will grow as new versions of the program are released These benchmarks are designed so that new features specific to the program can be verifi
176. as Plaxis Dos section 4 3 6 Save a geometry file in a different format Limits section 4 3 7 Set the range of the horizontal coordinates Points section 4 3 8 Add or manipulate points Import PL line section 4 3 9 Import a PL line file in the D Series exchange format PL lines section 4 3 10 Add or manipulate piezometric level lines Phreatic line section 4 3 11 Define phreatic level lines Layers section 4 3 12 Define or modify layer boundaries and corresponding soil types PL lines per layer section 4 3 13 Select the piezometric level line at the bottom and top of each layer Check geometry section 4 3 14 Check the validity of the geometry 46 of 362 Deltares 4 3 1 4 3 2 Input New Select this option to display the View Inout Geometry window showing only the geometry limits with their default values of the geometry It is possible to now start modeling the geometry for more information on this subject see chapter 7 However it is possible to create a new geometry faster and easier using the Geometry Wizard section 4 3 2 This wizard involves a step by step process for creating geometry New Wizard The New Wizard is usually the fastest and easiest way to start creating new geometry The wizard uses predefined shapes and soil types To use the geometry wizard click the Geometry menu and choose New Wizard This wizard provides the following step by step guidance Basic layou
177. at both left and right sides of the pipe section Vertical soil mechanical data From Curved Deltares m boolean Position along the pipeline Presence or not of curved part along the pipeline 31 of 362 D GEO PIPELINE User Manual Delta m f m Qa kKN m Qn kN m Qc kN m Qp kN m C1 kN m C2 kN m Gap mm UCF XX H Vertical position of the pipeline measured perpendicu lar from line P1 P2 Vertical settlement of the soil Vertical active soil pressure Vertical neutral soil pressure Vertical consolidation pressure Vertical passive soil pressure Vertical modulus of subgrade reaction of the soil Vertical modulus of subgrade reaction of the soil Gap Uncertainty on parameter XX Note Vertical soil mechanical data are given at both top and bottom sides of the pipe section Water Water height mm C1 kN m QP kN m UCF XX Axial soil data for friction From m Coef_Mu_x Cx kN m Coef_Mu_rx Crx kN m Factor UCF XX 3 2 Tools menu Unit weight of water Water pressure Uncertainty on parameter XX Position along the pipeline Friction coefficient in axial direction Stiffness of the friction spring Friction coefficient in axial direction Stiffness of the friction spring Factor on friction Uncertainty on parameter XX On the menu bar click Tools and then choose Options to open the Program Options window In this window the user
178. at the depth of the pipeline can be determined using load distribution theories 26 Click File and select Save As on the menu bar to select the Save As window and rename the file into lt Tutorial 2b gt 27 Click the Save button to save the file for Tutorial 2b 28 Click Defaults and select Special Stress on the menu bar to open the Special Stress Anal ysis window and enter the data for the special pipe stress analysis In this window Fig ure 9 12 the soil load enhanced with the traffic load should be specified The reduced 168 of 362 Deltares Tutorial 2 Stress analysis of steel pipes and polyethylene pipes soil load equals lt 18 kN m gt and the modulus of subgrade reaction is independent of the load and remains lt 17000 kN m gt The radius is the same as defined in the pipeline configuration lt 400 m gt Special Stress Analysis xj Stress analysis options Standard Per vertical Stress calculation data Soil load neutral or reduced neutral Qn raised by a traffic load if any kN m 18 00 Modulus of subgrade reaction kN m 117000 Radius m 400 00 Pe Figure 9 12 Special Stress Analysis window 29 Click OK to confirm 30 Click Calculation and select Special Stress Analysis on the menu bar to start the calcula tion 31 Click Results and select Report on the menu bar to look at the results on paragraph 4 3 see Figure 9 13 Notice the difference with Figure 9 10 for Tutori
179. ata WAM 2 22 ae ACIS 2 eo bod eee ok a a he ok a I Soe ee a Resulis 43 SHB 14 Tutorial 7 Face support pressure for micro tunneling 14 1 14 2 14 3 14 4 14 5 14 6 14 7 14 8 14 9 Introduction to the case ooa oaoa Aa a a Modelselection WR 2 ee ee eee Geometry dE WR 2 ee eee 14 3 1 Saoil layer gropertiesm WHR 2 ee 14 3 2 Phreatioiine SER VW 2 ee eee 14 3 3 Layer S Sp we ee 14 3 4 PL LinesperLayers 2 2 22004 14 3 5 Check Geometry 2 200 0200040 Pipeline Configuration 000002 ee eee Pipe Material Data Sp ee Soil gehavior A ooa aaa a a a aa Calculation Verticals oaoa a a Engineering Data oaaae Results Operation Parameter Plots ooa 15 Tutorial 8 Uplift and thrust forces for micro tunneling 15 1 15 2 15 3 15 4 15 5 15 6 15 7 15 8 Introduction to the case ooo a ew Geometry of the longitudinal cross section Soil layer properties o o aoao a a Soil behavior gt lt ss ac aa me ae Sa Ee we Se anrr neur Pipeline Configuration a a a oa a 0002 ee ee Calculation Verticals o o oo a a a a Engineering Data aoaaa RESUS o ea paea ek E R Oe ee T we a TA 15 8 1 ThrustForce o o sacio k e a e a a 15 8 2 Uplftsafely pa caca cossa aale aa a a a boaa w 16 Tutorial 9 Settlement and soil mechanical parameter
180. ater filing Figure 25 1 Schematization of the buoyancy control The forces acting on the pipeline are a Uplift force T 2 Qupiit 1 Ds X Yat 25 1 b Weight of the pipeline I TE Qpive 7 X Do Di x 25 2 c Weight of the filling water T a D X Ww X Py 25 3 Qiling The weight of the pipeline filled with water is therefore Q Qpipe Qiling 25 4 and the effective weight of the pipeline is defined as Qet Q Qupiitt 25 5 Deltares 321 of 362 25 2 25 2 1 25 2 2 25 2 3 D GEO PIPELINE User Manual Pulling force in a flexible pipeline According to article E 1 2 1 of NEN 3650 1 NEN 2012a the total pulling force is the contri bution of five components T Ti To Toa Tap Toe 25 6 Roller lane According to article E 1 2 2 of NEN 3650 1 NEN 2012a the design pulling force due to friction of the pipeline on the roller lane T is Ti fistan X Lro X Q X fi 25 7 where finsta is the total factor for stochastic variation and model uncertainty called Load factor installation in the Factors window section 4 7 1 1 The default value is set to 1 1 Lio is the length of the pipeline on the roller lane in mm is the weight of the pipeline filled with water in N mm see Equation 25 4 fi is the factor of friction of the roller lane defined in the Engineering Data window see section 4 6 3 1 The default value is set to 0 1 Straight part
181. aterials A steel pipe with the properties given in Table 9 1 Tutorial 2a The same pipe as Tutorial 2a but performing a Special Stress Analysis Tutorial 2b A polyethylene pipe with the properties given in Table 9 1 Tutorial 2c Deltares 159 of 362 D GEO PIPELINE User Manual Table 9 1 Pipe properties Tutorial 2 Tutorials 2a 2b Tutorial 2c Pipe material Steel Polyethylene Material quality Steel 355 PE 100 Negative wall thickness tolerance 0 n a Young s modulus N mm 205800 1200 Young s modulus long term N mm n a 300 Allowable Yield strength N mm 355 10 Allowable strength long term N mm n a 8 Partial material factor 1 1 n a Partial material factor test pressure 1 n a Tensile factor n a 0 65 Outer Diameter mm 323 9 400 Wall thickness mm 8 36 4 Unit weight pipe material kN m 78 5 9 54 Design pressure Bar 8 4 Test pressure Bar 9 5 Temperature variation C 5 5 In the first tutorial the assessment whether the proposed drilling line and borehole dimensions according the design is executable or not was performed The second tutorial considers the assessment of stresses in pipeline during the different installation stages and after installation In D GEO PIPELINE it is assumed that the pipeline remains fixed at the specified location and that settlement of the soil layers below the pi
182. aterials tab 31 Click OK to quit the window and return to the geometry window to watch the change of layer name in the legend 8 3 4 PL Lines per Layers 32 Click Geometry and select PL lines per Layers on the menu bar to open the PL lines per Layer window Figure 8 12 in which the defined PL lines to the soil layers in the longitudinal cross section can be defined This window contains the information for the Deltares 149 of 362 D GEO PIPELINE User Manual calculation of the groundwater pressure distribution In this tutorial only one PL line is defined The groundwater pressure at the top of the silty sand layer and the bottom of this layer should be calculated based on the hydraulic head of PL line 1 33 Click OK to close the window D PL lines per Layer xi Layer PLiine Number at top PL ine at bottom 1 1 J Cancel Help Figure 8 12 PL lines per Layers window 8 3 5 Check Geometry 34 The geometry can be tested by clicking Geometry and selecting Check Geometry on the D GEO PIPELINE menu bar If the geometry is entered properly the message shown in Figure 8 13 appears 35 Click OK to close the window Information xi i The geometry has been tested and is ok Figure 8 13 Check Geometry window 8 4 Pipeline Configuration 36 Click Pipe and select Pipeline Configuration on the menu bar to open the Pipeline config uration window in which the pipeline configuratio
183. ation erticals Seesessss9909905 oooccoccocc cc coc ceo Figure 19 6 Calculation Verticals window 20 Click OK and select the Input tab of the View Input window to view the new inputs Fig ure 19 7 Figure 19 7 View Input window Input tab Tutorial 12a Deltares 259 of 362 D GEO PIPELINE User Manual 19 5 Factors The required safety factors must be specified to evaluate the risk on bursting or heave of the bottom of the trench 21 Open the Factors window from the Defaults menu 22 Enter lt 1 1 gt and lt 1 2 gt for the Safety factor uplift respectively Safety factor heave val ues 23 Click OK xi Partial safety factors Safety factor uplift H f0 Safety factor hydraulic heave fF 41 20 Miscellaneous Unit weight water kN m 9 fio o0 omen ee Figure 19 8 Factors window 19 6 Results Now the calculations can be performed 24 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 19 6 1 Uplift safety for trenching in Peat layer Tutorial 12a To examine the risk of uplift the graph with the uplift safety factor can be opened 25 Open the Operation Parameters Plots window from the Results menu Safety uplift L Safety hydraulic heave Edit 2 Safety factor H Uplift safety factor ik a 84 L coordinate m Figure
184. ation 26 8 in section 26 1 4 76 of 362 Deltares Input Friction without The friction between the soil and the pipe in case of no injection injection of lubricant of lubricant M used for the calculation of the thrust forces Fm see Equation 26 8 in section 26 1 4 4 6 3 3 Engineering Data for Construction in trench If the Construction in trench option in the Model window section 4 1 1 is selected the En gineering Data window shown in Figure 4 44 is displayed In this window information about the filling can be entered and will be used to determine the value of the percentage of com paction js used in the calculation of the initial or actual vertical stress see section 23 4 for background information Engineering Data A x Type of fill Sand C Stiff Clay Soft Soils Compaction of fill C Well compacted Poorly compacted Figure 4 44 Engineering Data window Construction in trench Type of fill Select the type of fill used for the filling of the trench Sand Stiff Clay or Soft Soils Compaction of fill Select the type of compaction of the filling soil Well compacted or Poorly compacted 4 6 3 4 Engineering Data for Direct Pipe If the Direct Pipe option in the Model window section 4 1 1 is selected the Engineering Data window shown in Figure 4 45 is displayed In this window information about the friction coefficients can be entered and will be used to calculate the thrust force Deltares 77 of
185. aximum deflection of Steel and PE have been exchanged factor on modulus of subgrade reaction correctly used in case of bundles the load angle and bedding angle are given by user not automatically set to 30 de grees any more the maximum test pressure is increased Moreover some minor changes in the report have been made D GEO PIPELINE version 6 2 2012 includes an adaptation for dead end pipe Dead end pipe has no production phase Moreover some minor issues have been solved D GEO PIPELINE version 6 3 2013 includes the following changes the changes in the Dutch norm NEN 3650 2012 series NEN 2012a b c and NEN 3651 2012 NEN 2012d are incor porated it is possible to add traffic loads safety factors from the European Standard CEN are added the report is available in French the temperature stresses are calculated the known issue about thrusting forces is solved and the wrong usage of boundaries for micro tunneling is solved D GEO PIPELINE version 14 1 2014 For micro tunneling the calculation of the minimum and maximum face support pressures is updated so that the target value is between the minimum Deltares 11 of 362 1 6 1 7 D GEO PIPELINE User Manual and maximum values The Check on calculated stresses for load combination 1 HDD is now correctly performed The linear settlement coefficient ag is now a user defined value in the Pipe Engineering window section 4 6 3 1 For HDD Strength calculation
186. ayers can be de fined inspected and modified For more information about these general options for geometrical modeling see chapter 7 See also the description of the Geometry menu section 4 3 view Input Geomety Input Top View 3 Figure 2 4 View Input window Geometry tab Input In this view Figure 2 5 the additional D GEO PIPELINE specific input can be defined inspected and modified See below in this section for more information about the various options Deltares 23 of 362 D GEO PIPELINE User Manual View Input Figure 2 5 View Input window Input tab Top View In this view Figure 2 6 the top view of the pipeline longitudinal cross section is shown E View Input Figure 2 6 View Input window Top View tab The panel on the left of the view includes buttons for entering data and manipulating the graphical view Click the following buttons to activate the corresponding functions 24 of 362 Deltares Getting Started Select and Edit mode w In this mode the left hand mouse button can be used to select a previously defined verticals or loads in the View Input mode Item can then be deleted or modified by dragging or resizing or by clicking the right hand mouse button and choosing options from the menu displayed Pressing the Escape key return the user to this Select and Edit mode Pan button m Click this button to change the visible part of t
187. bar m gF 224 4 View Inout window Geometry tab a aA ee View Input window Input tab 2 2 a a View Inout window Top View tab 0200 0002 eee ee Selection of different parts of a table using the arrowcursor New File window WR gPRSP ww ee 3D configuration in SCIA Pipeline 22200 Program Options window Viewtab 1 0 eee ee es Program Options window General tab 1 eee ee Program Options window Locations tab 0 00 eee eee Program Options window Language tab 004 Program Options window Modules tab 0 0000 ee eee Error Messages window 000 ee eee ee About D GEO PIPELINE window 2 20 0004 Modelg uindow Si WP aa aaa aa Project Properties window Identification tab o oaoa aa aa Project Properties window View Input tab oaoa aaa Materials window Parameters tab oaoa aa ee eee Materials window Parameters tab Settlement acc to Koppejan Materials window Parameters tab Settlement acc to lsotache Materials window Database tab 2 0000 cee ee New Wizard window Basic Layout 200000 New Wizard window Top Layer Shape 00 New Wizard window Top Layer Specification New Wizard window Material Types 004 New Wizard window Summary 00 0000 0 eee ee Geometry Limits wind
188. based on the hydraulic head of PL line 1 29 Click OK to close the window x Layer PL line PL ine i Cancel Help Number at top at bottom Figure 14 9 PL lines per Layers window p 1l 1 1 208 of 362 Deltares Tutorial 7 Face support pressure for micro tunneling 14 3 5 Check Geometry 14 4 30 The geometry can be tested by clicking Geometry and selecting Check Geometry on the menu bar If the geometry is entered properly the message shown in Figure 14 10 appears 31 Click OK to close the window I xi i The geometry has been tested and is ok Figure 14 10 Check Geometry window Pipeline Configuration The pipe is installed in the silty sand layer starting and ending at respectively the start and reception shaft at a level 11 m below surface As the pipe trajectory is horizontal the smallest angle of entry allowed by D GEO PIPELINE is defined i e 0 1 degree A small bending radius restricts the curved part of the pipe near the entry and exit of the pipe thus the rest of the pipe will be exact along the lowest level of the pipe 32 Click Pipe from the menu and select Pipeline Configuration to open the Pipeline Configu ration window 33 Enter the values as presented in Figure 14 11 x Y coordinates Horizontal bendings Left point X coordinate m 30 000 X1 m Y1 m X2 m Y2 m Radius m Direction Left point Y coordinate m 0 000 lt Left point
189. below the materials list on the left side of the window with the new lt Silty Sand gt 21 Enter the soil data as given in Table 14 1 22 Finish the input of soil data by clicking OK Materias ij x Material name Total Unit Weight Above phreatic level kN m3 fso Below phreatic level kN m joo Cohesion kN m 0 00 Phi deg 200 Cu top kN m 10 00 Undetermined faeries tkN m2 0 00 Emod top kN m fio000 00 Emod bottom kNm 15000 00 Adhesion kN m 0 00 ier af Friction angle Delta deg oao _Delete Rename gt Poisson ratio Nu fy f0 35 Cancel Help Figure 14 6 Materials window The defined soil properties and the groundwater level have to be assigned to the drawn ge ometry of the longitudinal cross section The assignments can be carried out by clicking geometry and choosing the subsequent described options on the menu bar 14 3 2 Phreatic Line 23 On the Geometry menu select Phreatic Line to open Phreatic Line window Figure 14 7 in which the phreatic line for calculation of the groundwater pressures can be selected 24 Choose PL line nr lt 1 gt only one phreatic line is available and click OK x Select the PlLine by number which acts as ho phreatic line Cancel Help Figure 14 7 Phreatic Line window 14 3 3 Layers 25 Click Geometry and select Layers on the menu bar to assign the soil properties to the soil layers in the longitudinal cross section To as
190. bly exceed the maximum allowable thrust force of the pipeline or the jacking frame S Q 40m 123m X ee eX a Figure 15 1 Soil layers and pipeline configuration for Tutorial 8 The soil properties are provided in Table 15 1 Deltares 215 of 362 15 2 D GEO PIPELINE User Manual Table 15 1 Properties of the layers Tutorial 8 Silty Sand Peat Dry unit weight kKN m gt 18 10 2 Wet unit weight kN m 20 10 2 Cohesion kN m 0 2 Angle of internal friction 30 15 Undrained strength top kN m 0 10 Undrained strength bottom kN m 0 20 E modulus top kN m 10000 1000 E modulus bottom kN m 15000 1500 Adhesion kN m 0 2 Friction angle Delta 20 5 Poisson s ratio 0 35 0 45 This tutorial is based on continuation of the file used in Tutorial 7 chapter 14 N ENS Click File and select Open on the menu bar to open the Open window Select Tutorial 7 and click the Open button to open the file Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 8 gt Click the Save button to save the file for Tutorial 8 On the menu bar click Project and then choose Properties to open the Project Properties window Fill in lt Tutorial 8 for D GEO PIPELINE gt and lt Micro tunneling uplift and thrust forces gt for Title 1 and Title 2 respec
191. c Clay layer Deltares 185 of 362 D GEO PIPELINE User Manual D iew Input Layers C 3 Sott clay E 2 Soft Organic Clay E 1 Coarse Sand z 17 00 Add polyline s Current object None Figure 11 4 View Input window Geometry tab 11 4 Soil layer properties The settlement properties of the soil layers in the layered soil sequence should now be speci fied The properties of the soil mass should be entered too 18 19 20 21 22 Click Soil and select Materials on the menu bar to open the Materials window Select the soil name Silty Sand in the left column of the Materials window and enter the properties given in Figure 11 5 Select the soil name Coarse Sand and enter the Settlement Koppejan data given in Ta ble 11 1 Select the soil name Soft Organic Clay and enter the Settlement Koppejan data given in Table 11 1 Finish the input of soil data by clicking OK 186 of 362 Deltares Tutorial 4 Exporting soil mechanical data for an extended stress analysis Materials xi Material name Undetermined Coarse Sand Soft Organic Clay Add Insert Delete Rename Total Unit Weight Above phreatic level Below phreatic level kN m3 18 00 kN m3 20 00 kN m 0 00 Cohesion Phi deg 20000 Cu top kN m2 foo Cu bottom kN m jpo Emod top kM m2 10000 00 0 Emod bottom kN m i5000 00 Adhesion kN m foo O Friction angle
192. cal modulus of subgrade reaction bilinear upward kN m kv top max Vertical modulus of subgrade reaction upward kN m dv Vertical displacement mm ky Vertical modulus of subgrade reaction downward kN m Pye Vertical bearing capacity kN m kh Horizontal modulus of subgrade reaction kN m Phie Horizontal bearing capacity kN m 172 7 s9 1 8 2934 759 108 7 L ol aw a aad sor 8 Figure 21 8 Report window Soil Mechanical Parameters 285 of 362 D GEO PIPELINE User Manual 286 of 362 Deltares 22 22 1 22 1 1 22 1 2 22 1 3 Design of a pipeline D GEO PIPELINE can be used for designing a pipeline using four different techniques the HDD technique section 22 1 the micro tunneling technique section 22 2 the trench technique section 22 3 the direct pipe method section 22 4 Design of a pipeline crossing using the HDD technique The horizontal directional drilling technique is used to install pipelines A pipe is installed from one point in a geometry with soil materials to another by means of horizontal directional drilling D GEO PIPELINE can be used for the design of pipelines or the assessment of prelimi nary designs of pipelines constructed by means of horizontal directional drilling Calculations are based on the pipeline configuration the drill pipe and borehole dimensions and the drilling fluid data D GEO PIPELINE calculates the maximum allowable drilling fluid pressur
193. cals win settlement dow section 4 4 2 dv mm Total settlement sum of the Settlement and the Additional set tlement columns 6 2 3 Report Subsidence This section is available only if the Micro tunneling option in the Model window section 4 1 1 has been selected Due to the overcut surface subsidence occurs Subsidence is calculated for each vertical at different horizontal distances of the z axis i e 0 until 3 W where W is the vertical distance between the surface level and the pipe center For background information refer to Equation 26 14 in section 26 3 Results are given in tables and in graphs Deltares 99 of 362 D GEO PIPELINE User Manual 5 Deformations 5 1 Subsidence Due to the overcut surface subsidence occures The subsidence is calculated using a volume loss percentage on the overcut area For the calculations 15 0 percent is used Outer diameter product pipe 1000 mm Overcut on radius 200 mm Volume loss 113097 3 mm7 5 1 2 Table of subsidence data Vertical nr a WIV Gib in ag at a horizontal distance of z axe Figure 6 5 Report window Subsidence section 6 2 4 Report Soil Mechanical Data Depending on the selected model in the Model window section 4 1 1 the soil mechanical parameters are different 6 2 4 1 Soil Mechanical Parameters for HDD 100 of 362 Deltares View Results 4 Soil Mechanical Parameters Note safety factors n
194. ce line of the longitudinal cross section of the horizontal directional drilling and position the straight surface line at Z 5 m Use the right mouse button to finish the line Select again the drawing button Add single line to draw the lower boundary of the lon gitudinal cross section of the horizontal directional drilling and position the straight lower boundary line at Z 40 m Use the right mouse button to finish the line Select the drawing button Automatic regeneration of geometry on off from the Tools panel so that the geometry as shown in Figure 14 5 appears Select the drawing button Add pl line s from the Edit panel and position the level of the groundwater at coordinate Z 0 m Use the right mouse button to finish the line The blue dashed line represents the groundwater line PL line from the Tools panel so that the drawn geometry Ge Hanafi A TWH A iunn Add single nefs Current object None Figure 14 5 View Input window Geometry tab 206 of 362 Deltares Tutorial 7 Face support pressure for micro tunneling 14 3 1 Soil layer properties The properties of the soil layers should be specified in the menu materials which can be entered by clicking soil In this tutorial only one soil layer is considered 19 Click Soil and select Materials on the menu bar to open the Materials window Figure 14 6 and enter the soil data 20 Add a new material by choosing Add button
195. ch If the Construction in trench option in the Model window section 4 1 1 is selected the Factors window of Figure 4 52 is displayed in which the safety factor for uplift and the unit weight of water can be specified xl Partial safety factors Safety factor uplift H 110 Safety factor hydraulic heave A 11 20 Miscellaneous Unit weight water kN m fio o0 Figure 4 52 Factors window Construction in trench Safety factor uplift The safety factor on uplift fupi The default value is 1 Safety factor hydraulic The safety factor on hydraulic heave fpurst The default value is heave 1 Unit weight water Unit weight of water Yw The default value is 10 kN m Click this button to reset all values to the default values NOTE If the input values in the Factors window differ from the default values the value appears in red color Deltares 87 of 362 4 7 1 4 D GEO PIPELINE User Manual Factors for Direct Pipe If the Direct Pipe option in the Model window section 4 1 1 is selected the Factors win dow of Figure 4 53 is displayed in which the contingency factors the load factors and the miscellaneous factors can be specified EE j x Contingency factors Load factors Total unit weight H hio Design pressure H 5 Cu cohesion H jao Design pressure combination H fas Angle of internal friction Phi 1 fio Test pressure H 41 10 E modulus H h5 Installation ft fio Thrust force H fiso Soil
196. change the directory where the Settlement program is installed by clicking the Browse button 29 Click OK to confirm D Program Options x View General Locations Language Modules IV Save last used current directory as working directory Working directory D D GEO PIPELINED Geo Pipeline 6 3 User Man E J Use MGeobase database MGeobase database D Program Files GeoD elft MGeobase MGeobase g Settlement program C Program Files Deltares DS ettlement D Settlement E Cancel Help Figure 16 7 Program Options window Locations tab The other soil mechanical parameters are calculated automatically in D GEO PIPELINE 230 of 362 Deltares Tutorial 9 Settlement and soil mechanical parameters for micro tunneling 30 To start the calculations click Calculation and select Start on the menu bar to or press the function key F9 Ignore the message of Cu values of 0 above the drained undrained boundary 31 Click Results and select Report on the menu bar to look at the results of the settlement calculation in paragraph 5 1 Figure 16 8 and the calculation of the Soil Mechanical Pa rameters in paragraph 3 1 Figure 16 9 5 Deformations 5 1 Settlements of Soil Layers below the Pipeline Vertical nr Settlement Additional settlement dv H mm mm mm 1 0 0 ie 2 ie 0 0 3 0 0 0 4 1910 ie 1910 5 1891 0 1891
197. chanisms and their interaction A thrust force is needed to push the pipeline into the borehole because of mechanisms that cause the pipeline to have friction There are 5 mechanisms that contribute to this friction Mechanism 1 Friction of the pipeline behind the thruster on the rollers section 28 1 1 Mechanism 2 Friction between pipeline and lubricant drilling fluid section 28 1 2 Mechanism 3 Front force at the cutting head Mechanism 4 Friction between pipeline and the borehole wall section 28 1 3 Mechanism 5 Friction due to the buckling of the pipe Section 28 1 4 There is an interaction between these mechanisms but the first mechanism is uncoupled because the pipeline on the rollers produces is behind the thruster The thruster pulls that section of the pipeline and in front of the thruster the pipeline is pushed The friction of the rollers is just added to total force that must be delivered by the thruster but doesn t influence the thrust force in front of the thruster Mechanisms 2 and 3 interact with mechanism 4 because the overall thrust force creates cap stan forces in the bend section of the borehole The pushing force can reduce or increase depending on the situation the pressure of the pipeline against the borehole wall thereby decreasing or increasing the friction The first two mechanisms are using formulas that are based on the NEN 3650 which de scribes calculating pullback forces for ho
198. ck GeoObjects and select Calculation Verticals on the menu bar to select the Calculation Verticals window for specification of the calculation locations along the longitudinal cross section Choose the Automatic generation of L co ordinates option on the right side of the window and choose the following values lt 50 m gt for First lt 850 m gt for Last and lt 50 m gt for Interval Click on the Generate button and watch the result of automatic vertical generation on the left side of the Calculation Verticals window This will result in the window shown in Figure 20 15 Click OK to confirm the selected verticals and switch to the input window to watch the location of the verticals in the longitudinal cross section Deltares 275 of 362 D GEO PIPELINE User Manual Figure 20 15 Calculation Verticals window 20 8 Engineering Data 46 Select Engineering Data from the Pipe menu bar to open the Engineering Data window 47 Enter the values as given in Figure 20 16 Engineering Data xj 8 E 2 S 3 aaa aaah KENNI l i Figure 20 16 Engineering Data window 276 of 362 Deltares Tutorial 13 Face support and Thrust force for the Direct Pipe method 20 9 Results Operation Parameter Plots Tutorial 8 chapter 15 explains the effects of using a micro tunneling machine and it s face support pressure In this tutorial as well the soil layer which consists of silty sand exhibits drained soil behavior A
199. condary compression coefficient above Fy Young s modulus Shear modulus G E 2 1 v Over consolidation ratio Preconsolidation pressure Pre overburden pressure Friction angle between the soil and the pipeline Friction angle Unsaturated dry unit weight Saturated wet unit weight Unit weight of water Poisson s ratio Soil mechanical data Qlub fluid B By ane S w x lt mye D kn Kyat ky lub fluid kv pipe v top Ky bottom 14 of 362 Adhesion of the lubrification fluid Width of the foundation element Do Half width of the covered ground column Compression index soil dependent constant Depth factor for the effect of the cohesion Depth factor for the effect of the soil cover Permanent friction due to arching effect Maximal adhesion Soil cover above the borehole Soil cover above the borehole in the incompressible layer Soil cover above the top of the pipe if the pipe is situated in a com pressible layer or thickness of the compressible layer if the pipe is situated in an incompressible layer Horizontal modulus of subgrade reaction Modulus of subgrade reaction of the drilling fluid Modulus of subgrade reaction of the lubrification fluid micro tunnel ing Vertical modulus of subgrade reaction of the pipe Vertical modulus of subgrade reaction of the soil upward Vertical modulus of subgrade reaction of the soil downward radians radians 333 kN m kN m kN m kN m
200. cribed in the report For each load combination the axial and tangential stresses in the product pipe are calculated The stresses are used to calculate the maximum combined stress in the pipeline 26 Click Results and select Report on the menu bar to watch the results of the calculated axial and tangential stresses for each load combination installation stage in paragraph 5 2 see Figure 21 6 Deltares 283 of 362 D GEO PIPELINE User Manual 5 2 Results Stress Analysis In the calculation 5 load combinations are considered Load combination 1A start Thrust operation Load combination 1B Maximum thrust force Load combination 2 application internal pressure Load combination 3 pipeline in operation no inner pressure Load combination 4 pipeline in operation pressure applied The nominal wall thickness is 22 7 mm The calculation hereafter will prove that the pipeline wall thickness is sufficient The calculations are in accordance with NEN 3650 and NEN 3651 Figure 21 6 Report window Results Stress Analysis 27 Continue looking at the report and scroll down to paragraph 5 3 In the table in para graph 5 3 the stress assessment is carried out the calculated stresses are compared with the yield strength of steel according to the specifications described in NEN 3650 Be low the stress assessment table the results of the deflection calculation are given see Figure 21 7 5 3 Check on Calculated Str
201. cribed options on the menu bar 148 of 362 Deltares Tutorial 1 Calculation and assessment of the drilling fluid pressure 8 3 2 Phreatic Line 27 On the Geometry menu select Phreatic Line to open Phreatic Line window Figure 8 10 in which the phreatic line for calculation of the groundwater pressures can be selected 28 Choose PL line nr lt 1 gt only one phreatic line is available and click OK Select the PlLine by number which acts as Mo phreatic line Cancel Help Figure 8 10 Phreatic Line window 8 3 3 Layers 29 Click Geometry and select Layers on the menu bar to assign the soil properties to the soil layers in the longitudinal cross section To assign a material to a layer select the Material tab 30 Assign the properties of the defined layer Silty Sand to layer number one in the longitudinal cross section The available soil layers with defined properties are shown in left column of the materials window The layers in the longitudinal cross section are shown in the right column of the materials window The defined properties are assigned to layer nr 1 by clicking the arrow in between the columns This will result in the Material tab shown in Figure 8 11 Boundaries Materials l Available materials Layers T Narbe Warara 1 Soft Clay Medium Clay Stiff Clay _ Peat Loose Sand Dense Sand x Sand l Gravel Loam Muck Undetermined Cancel Help Figure 8 11 Layers window M
202. ct coefficients Indirect coefficients B Ky Ky ky Ki Ki ky 0 0 150 0 294 0 116 0 080 0 239 0 074 30 0 148 0 235 0 113 0 078 0 179 0 071 60 0 143 0 189 0 105 0 073 0 134 0 064 70 0 141 0 178 0 102 0 071 0 122 0 061 90 0 137 0 157 0 096 0 067 0 102 0 055 120 0 131 0 138 0 089 0 061 0 083 0 048 150 0 126 0 128 0 085 0 056 0 073 0 043 180 0 125 0 125 0 083 0 055 0 070 0 042 Tangential stresses The tangential stress indirectly transmitted as a result of the bending is Gor MAX Carb Carit 25 31 with m Corb Ki X qr X a x Do at the bottom of the pipe w A Ogi K X q X gt x Do at the top of the pipe Ww where Or is the soil reaction in kN m see Equation 25 11 with R the minimum bending radius Ky is the moment coefficient for indirectly transmitted stress at the bottom of the pipeline depending on the bedding angle 8 as shown in Table 25 12 Ky is the moment coefficient for indirectly transmitted stress at the top of the pipeline depending on the bedding angle as shown in Table 25 12 Ww is the wall resisting moment in m m Wy d 6 For the definition of the other symbols refer to section 25 5 2 The maximum tangential stress is Ot max Fqr 25 32 Strength calculation for Load Combination 2 application of internal pressure According to article 8 5 2 1 of NEN 3651 NEN 2012d the ring stresses around the pipeline Opy and op Caused by design pa respectively test p internal pre
203. ct pipe Do mm 1422 00 Wall thickness mm 17 50 Total weight of pipe kN m 78 50 Pressures Design pressure ba 710 Test pressure ba 11 65 Temperature variation deg C 0 00 Figure 4 40 Product Pipe Material Data window Direct Pipe model Refer to the table in section 4 6 2 1 below Figure 4 33 for the definition of the parameters Engineering Data In the Pipe menu choose the Engineering Data option to open the Engineering Data window The window displayed depends on the selected model Deltares 73 of 362 D GEO PIPELINE User Manual 4 6 3 1 Engineering Data for HDD If the Horizontal directional drilling option in the Model window section 4 1 1 is selected the Engineering Data window shown in Figure 4 41 is displayed in which data on the strength calculation of the pipe can be defined see chapter 25 for background information x Miscellaneous C Standard D d I Pipe filled with water on rollers I Pipe always filled implosion Part of pipe filled with fluid during pull back fo Unit weight fluid kN my foo o Bedding angle deg 120 M Load angle deg fico Relative displacement mm foo Compression index H 18 00 Linear settlement coeff alpha_g for steel mrn mmk faoooo117 Linear settlement coeff alpha_g for PE mm mmk o o001800 o Modulus of subgrade reaction of drilling fluid Kv kN m 500 Phi drilling fluid deg fi 5 00 Cohesion drilling fluid kN
204. ction 23 1 Ph n kN m Neutral horizontal soil load see Equation 23 13 in sec tion 23 5 2 Py r n kN m Reduced neutral soil load see section 23 3 kv top kN m Vertical modulus of subgrade reaction upward see Equa tion 23 14 in section 23 6 1 dv mm Vertical displacement see section 23 10 102 of 362 Deltares View Results kv kN m Vertical modulus of subgrade reaction downward see Equa tion 23 14 in section 23 6 1 Pv e kN m Vertical bearing capacity see Equation 23 26 in section 23 8 kh kN m Horizontal modulus of subgrade reaction see Equation 23 24 in section 23 7 1 Ph e kN m Horizontal bearing capacity see Equation 23 29 in sec tion 23 9 2 tmax kN m Maximal axial friction along the pipeline see Equation 23 52 in section 23 11 2 dmax mm Displacement at maximal friction see section 23 12 2 mat The corresponding type of material see section 23 13 6 2 4 3 Soil Mechanical Parameters for Construction in trench 3 Soil Mechanical Data 3 1 Soil Mechanical Parameters The list with data and issues is shown hereafter Note safety factors not applied Pyip Passive soil load kN m Pvn Neutral soil load KN m Ph n Neutral horizontal soil load kN rn Pvia Actual soil load kN m kv top1 Vertical modulus of subgrade reaction bilinear upward KN m kv top2 Vertical modulus of subgrade reaction upward kN
205. d e 5 wt e t amp Brochure D Geo Pipeline ica research institutes worldwide using these software products i y y To obtain the support of your convenience please contact sales deltaressystems nl For those with amp Release notes D Geo Pipeline ea Ji Ja Maintenance amp Support in place please contact support deltaressystems nl amp D Geo Pipeline verification report a Known issues amp D Geo Pipeline Manual a Solved in For Micro tunneling the calculation of the minimum and maximum face support 14 1 1 4 pressures does not use the correct safety factor on water pressure For Micro tunneling during the calculation of the minimum and maximum face support pressures the Contingency factor soil cover default 1 10 is applied on the water pressure instead of the Safety factor water pressure default 1 05 Figure 1 12 Products menu of Deltares Systems website www deltaressystems com If the solution cannot be found there then the problem description can be e mailed 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 18 of 362 Deltares General Information 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 DSeries
206. d CEN can be specified in the Factors window Depending on the choice of the type of material steel or polyethylene different factors need to be specified 80 of 362 Deltares Input Factors for HDD Dutch standard NEN Polyethylene pipe If the Dutch standard NEN was selected in the the Model window section 4 1 1 and if a polyethylene material was selected in the Product Pipe Material Data window section 4 6 2 1 the window in Figure 4 47 is displayed Safety factors on implosion PE Contingency factors Cu cohesion NEN xi Miscellaneous Implosion at long term H Factor of importance S H jo Implosion at short term H Allowable deflection of pipe Steel 4 fis oo Piggabilty Steel p jo Total unit weight NEN 8 Allowable deflection of pipe PE x 18 00 H Piggability PE p jo Unit weight water kN m foo Angle of intemal friction Phi NEN H E modulus NEN Pulling force NEN Modulus of subgrade reaction NEN H Soil load Qn NEN Pressure borehole NEN H Bending moment Steel H Bending moment PE H Safety factor cover drained layer H o a a Safety factor cover undrained layer H o a o ATAT Figure 4 47 Factors window HDD for polyethylene pipe acc to the Dutch standard NEN Implosion at long term Implosion at short term Total unit weight Cu cohesion Angle of internal friction Phi E modulus Pulling force Modulus of subgrade reaction Soil load
207. d enter the exact coordinates of the points by opening the Points window from the Geometry menu 33 Enter correct values for points 2 3 4 and 5 as shown in Figure 18 10 248 of 362 Deltares Tutorial 11 Installation of pipeline in a trench D Points xi ele Yr m Pm A E a a A l Figure 18 10 Points window 18 7 Calculation Verticals In the subsequent table the verticals for the location of the calculations are given 34 Open the Calculation Verticals window 35 Enter lt 70 gt and lt 130 gt for the First and Last L values and an Interval of lt 20 gt 36 Click the Generate button Calculation erticals ees9e999599090 o m A a A a G m G a A oa A o G a A a A a F Figure 18 11 Calculation Verticals window Deltares 249 of 362 D GEO PIPELINE User Manual 18 8 Boundaries Selection To indicate the boundary compressible uncompressible layers and impermeable permeable layers the top of a specific layer is used In this case it is evident that this is the top of the coarse sand layer 37 From the main menu click GeoObjects and select Boundaries Selection 38 Select Top of layer lt 1 gt as both boundaries 39 Click OK Boundaries Selection xi Boundaries Top of layer Boundary impermeable permeable layers Compressible and uncompressible layers Figure
208. d for stable conditions of the soil adjacent to the micro tunneling machine Re fer to Equation 26 2 for undrained layers and to Equation 26 4 for drained layers in section 26 1 2 Pneutral kN m Pneutral is the target pressure i e the total neutral horizontal soil pressure Refer to Equation 26 1 in section 26 1 1 Thrust kN The thrust force is the force required to install a micro tunnel or Forces pipeline in between the launch pit and the reception pit Thrust forces are calculated in both cases injection of lubricant Lubri cated or not Normal Refer to Equation 26 8 in section 26 1 4 Deltares 117 of 362 6 2 9 6 2 9 1 D GEO PIPELINE User Manual Report Thrust Forces Direct Pipe Face support data Results are given per vertical in a table Figure 6 30 seed daportbat Face yee ata Vefti al nr X Face support pressure Force Additional Total AKN m kN kN kN VVZ Ya 0 00 85 100 00 184 72 a 12 65 101 100 00 201 38 y N 25 30 118 100 00 218 04 4 B7 95 135 100 00 234 70 5 A4 8731 160 100 00 260 20 6 VAN 11 64 187 100 00 286 99 T _ 6 88 212 100 00 312 32 8 115 02 236 100 00 336 22 9 32 0 N 259 100 00 358 67 10 148 03 280 100 00 379 69 Figure 6 30 Report window Face support data section for Direct Pipe Vertical nr Pressure Force Additional Total 6 2 9 2 Forces
209. d module JV Micro Tunneling module IV Trenching module MV HDD IV Direct Pipe IV Evaluation mode IV Show at start of program Figure 3 7 Program Options window Modules tab Deltares 35 of 362 3 3 3 3 1 3 3 2 3 3 3 3 3 4 3 3 5 D GEO PIPELINE User Manual Help menu The Help menu allows access to different options Error Messages If errors are found in the input no calculation can be performed and D GEO PIPELINE opens the Error Messages window displaying more details about the error s Those errors must be corrected before performing a new calculation To view 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 ioii Run identification Date 9 7 2013 Time z 17 15 04 ERROR S IN CALCULATION VERTICALS No calculation verticals present End of D Geo Pipeline file Figure 3 8 Error Messages window Manual Select the Manual option from the Help menu to open the User Manual of D GEO PIPELINE 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 www deltaressystems com for the latest news Support Use the Support option from the Help menu to open the Support window i
210. d point s to boundary PL line a 39 Click the four additional points on PL line 2 as shown in Figure 19 15 points 15 to 18 40 Click the Geometry option from the menu bar and select the option Points In the Points window enter the co ordinates of points 15 to 18 i e PL line number 2 for the hydraulic head in the sand layer as given in Figure 19 16 L Co ordinate Im 100 000 5 000 i 15 000 000 35 000 2 000 45 000 5 000 200 000 5 000 100 000 5 000 200 000 5 000 100 000 40 000 200 000 40 000 100 000 5 000 200 000 5 000 100 000 6 000 200 001 50 00 100 000 Figure 19 16 Points window Tutorial 12c Now the results can be checked 41 Start the calculations by clicking Start on the Calculation menu bar or by pressing the function key F9 264 of 362 Deltares Tutorial 12 Trenching uplift and heave 42 Open the Operation Parameter Plots window from the Results menu and select the Safety hydraulic heave tab From the plots Figure 19 17 it is clear that the drainage yields a higher calculated safety factor for hydraulic heave safety Hydraulic heave safety T 50 0 L coordinate m Hydraulic Heave safety Required safety Figure 19 17 Operation Parameter Plots windows Safety hydraulic heave tab Tutorial 12c 43 Open the Report window to look at the calculated values Fig
211. d select Materials on the menu bar to open the Materials window Figure 20 6 and enter the soil data 12 Add a new material by choosing Add button below the materials list on the left side of the window with the new lt Organic Clay gt 13 Enter the soil data as given in Table 21 1 14 Finish the input of soil data by clicking OK Materias xi Material name Total Unit Weight Soft Clay Above phreatic level kN m3 pao ooo Below phreatic level kN m hao ooo Cohesion kNm 20 Phi dea f80 Cu top kN m2 10000 Cu bottom kN m2 3000 Emod top kN m2 500 00 Emod bottom kN m2 1000 00 0 Adhesion kN m2 2 00 Add Insert Friction angle Delta deg j20 Delete Rename Poisson ratio Nu fy 0 45 Cancel Help Figure 21 2 Materials window The defined soil properties have to be assigned to the drawn geometry of the longitudinal cross section The assignments can be carried out in the Geometry menu 15 Click Geometry and select Layers on the menu bar to open the Layers window Deltares 281 of 362 D GEO PIPELINE User Manual x Boundaries Materials Available materi Layers Soft Clay Organic Clay Medium Clay Silty Sand Stiff Clay Peat Loose Sand Dense Sand Undetermined Silty Sand Organic Clay Figure 21 3 Layers window Materials tab 16 Select the Materials tab 17 Assign the properties of the defined layer Organic Clay to layer
212. dditional layer soil mass on top of the existing soil layers with coordinates given in Table 16 2 Table 16 2 Coordinates of the top of the soil mass X co ordinate m Z co ordinate m 75 5 60 10 30 10 45 5 13 Quit editing by clicking the right mouse button 14 To check or modify the added points select a point by clicking the left mouse button The point will become a red square 15 Click the right hand mouse button and select Properties In the window displayed Fig ure 16 3 the co ordinates can be checked and modified if needed Deltares 227 of 362 D GEO PIPELINE User Manual 100 000 400 000 75 000 60 000 30 000 45 000 100 000 40 000 20 000 100 000 123 000 400 000 100 000 400 000 100 000 400 000 Figure 16 3 Points window 16 Click the Zoom limits button in the center of the screen 17 Select the Automatic regeneration of geometry on off icon El from the Tools sub window so that the geometry as shown in Figure 16 4 If the Automatic regeneration of geometry icon already is selected click on the Edit icon Elto regenerate the geometry Notice that the soil mass is located on the left side above the section where the pipeline is located in the peat layer from the Tools panel so that the drawn geometry appears RTRT ME Ls m AL Figure 16 4 View Input window Geometry tab 228 of 362 Deltares Tutorial 9 Sett
213. dence During the micro tunneling drilling process the volume of removed soil is generally larger than the volume of the tunnel overcut The volume difference will lead to soil movement towards the borehole which in turn will lead to surface subsidence The magnitude of the subsidence trough is also calculated Arching effect D GEO PIPELINE applies a reduced neutral soil load to incorporate the effect of arching The amount of reduction depends on the depth of the pipeline diameter and the soil properties For micro tunneling the effect of arching on the soil load is calculated Due to the relative small overcut around the borehole arching is not completely developed ip bd 2 ee S 2 5 ee Shear strain 70 Figure 1 8 Modelisation of the effect of arching Pipeline stress analysis For pipe stress analysis very often special programs need to be used These programs need an advanced set of soil mechanical parameters provided by D GEO PIPELINE This will gener ate a complete spring model around the pipeline for further analysis Trenching module Installation in a trench is the most common way of pipeline installation In case of pipeline installation in a trench the interaction between the pipe and the soil material which is placed back in the trench plays an important role in the development of the soil load Besides the condition of the soil material with which the trench is back filled the following parameters determ
214. development of arching q LkN m E H a 3 no arching o 20 40 60 80 100 Figure 10 10 The effect of arching with increasing depth Meijers and De Kock 1995 33 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 34 Click Results and select Report on the menu bar to look at the results of the pipe stress analysis Deltares 179 of 362 D GEO PIPELINE User Manual 5 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 10 friction between pipe and drilling fluid f2 0 000050 Niro friction between pipe and soil f3 0 20 Due to the friction a pulling force is induced in the pipeline The pulling direction of the product pipe is from left to right This calculation takes into account that the length of the pipe on the rollers decreases while pulling back the pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected bore hole m pulling force KN Ti 0 11 T2 25 17 T3 129 44 T4 155 49 T5 259 78 T6 284 83 The calculated pulling force is the mean value It is recommended to use a contingency factor of at least 1 4 for the stress analysis In the subsequent pipe stress analysis a factor of 0 00 is used and a load factor of
215. dinate of the begin point of the pipeline Z co ordinate of the begin point of the pipeline X co ordinate of the end point of the pipeline Y co ordinate of the end point of the pipeline Z co ordinate of the end point of the pipeline Length along the pipeline between the begin point P1 and the end point P2 Diameter of the pipe Wall thickness of the pipe Note Pipeline data s are not calculated only user inputted but are needed in order to prepare the SCIA Pipeline file Calculation verticals Section nr XxX y Z Horizontal soil mechanical data From Curved Delta f Qa Qn Qc Qp C1 C2 Gap UCF XX m m m m boolean m m kN m kN m kN m kN m kN m kN m mm Number of the calculation vertical X co ordinate of the calculation vertical Y co ordinate of the calculation vertical Z co ordinate of the calculation vertical Position along the pipeline Presence or not of curved part along the pipeline Horizontal position of the pipeline measured perpen dicular from line P1 P2 Horizontal settlement of the soil Horizontal active soil pressure Horizontal neutral soil pressure Horizontal consolidation pressure Horizontal passive soil pressure Horizontal modulus of subgrade reaction of the soil Horizontal modulus of subgrade reaction of the soil Gap Uncertainty on parameter XX Note Horizontal soil mechanical data are given
216. dinates Horizontal bendings p 000 ooo 3 at Se 74 670 0 000 0 040 zale 271 550 27 130 406 610 E 32 800 0 160 Left point X coordinate m X1 m Y1 m X2 m Y2 m Radius tm Direction 162 040 7 690 500 000 Right 358 920 500 000 Left E Left point Y coordinate m Left point Z coordinate m 34 820 Right point X coordinate m Right point Y coordinate m Right point Z coordinate m Angles entry exit Angle left Angle right Bending radius Bending radius left Bending radius right Bending radius pipe on rollers m Pipe between radii Lowest level of pipe Angle of pipe Ideg 15 00 deg 12 00 500 000 500 000 300 000 m m Im 26 000 Ideg 0 00 Pulling direction product pipe C Erom left to right From right to left Cancel Help Bending radius left Bending radius right Bending radius pipe on rollers Figure 4 27 Pipeline Configuration window for HDD Left point X coordinate of the left point which corresponds whether the entry or X coordinate the exit point of the pipeline called Xie in Figure 4 28 Left point Y coordinate of the left point which corresponds whether the entry or Y coordinate the exit point of the pipeline called Yiet in Figure 4 28 Left point Z coordinate i e vertical level of the left point which corresponds Z coordinate whether the entry or the exit point of the pipeline called Zien in Fig ure 4 28
217. ding angle 3 as shown in Ta ble 25 12 is the indirect deflection factor depending on the bedding angle 8 as shown in Ta ble 25 12 For the definition of the other symbols refer to section 25 5 2 Check of calculated stresses Check of calculated stresses according to the Dutch standard NEN Check of calculated stresses acc to the Dutch standard NEN Steel pipe According to article D 3 1 of NEN 3650 2 NEN 2012b the calculated stresses for the load combinations must meet the following conditions For Load Combinations 1A and 1B Ov lt Rep Ym 25 55 For Load Combination 2 Opy S Reb Ym 25 56 Opt S Reb Ymstest 25 57 Opm lt 1 1 Hee vn 25 58 For Load Combinations 3 and 4 Ovy max lt 0 85 Rep Re20 Ym 25 59 with 3 02 o X oy 25 60 Oyi Va o Oxi X Oy 25 61 Tom 4 y 02 02 Ope X Opy 25 62 where Ov max is the maximum acting stress in KN m ov max Max v 13 Ov 2 Ov 3 Ova Ovi is the calculated acting stress in kN m 1 dy 1 corresponds to the primary membrane stress 1 2 dy 2 corresponds to the total primary stress 1 3 oy 3 corresponds to the total membrane stress 1 4 oy 4 corresponds to the resultant of primary and secondary stresses For the determination of oy four combinations of 0 oy are tested top and bottom of the pipe combined with inside or outside and the maximum value is used for the check Those fo
218. dius of the borehole in m Q is og X sin pr C X cos pr G Gi is the average factorized shear modulus between the border of compressibianman compressible layers and the pipe center in KN m G ae 318 of 362 Deltares Drilling fluid pressures calculation Rp max iS the maximum allowable radius of the plastic zone in m The plastic zone can be related either to the soil cover Rp max 0 5 H 2 or to the deformation of the bore hole Rp max V X 2 Eg max The calculation of the maximum drilling fluid pressure is performed using values determined by both methods for the calculation of the maximum allowable radius of the plastic deformation zone Rp max after which the minimum value for the maximum allowable drilling fluid pressure is taken u is the pore pressure at pipe center in kN m A is the distance between the border of compressible non compressible layers and the pipe center in m Eg max s the maximum deformation of the borehole For sand g max 0 05 For the definition of the other symbols refer to section 25 5 2 Parameters c y and G are determined using two methods Linear weighted average between the ground level and the pipe center Distance depth average between the ground level and the pipe center 24 3 Equivalent diameter for a bundled pipeline In case of a bundled pipeline the following equivalent diameter is used for the calculation of the drilling fluid pressures during t
219. dulus of elasticity of the pipe Ep at short term in Nimm l Modulus of elasticity of the pipe Ep at long term in N mm Allowable strength short Allowable strength long Yield strength of the pipe at sort term Reb short in N mm Yield strength of the pipe at long term Reb long N mm Tensile factor The tensile factor a also called alpha pipe material is the relation between the allowable tensile strength and the allow able bending strength The default value is 0 65 Outer diameter product Outer diameter of the product pipe Do in mm pipe Do Wall thickness Wall thickness of the pipe dn in mm used to determine the Unit weight pipe material stresses in a strength calculation Unit weight of the pipe material y used to determine the pulling force in the pipeline For PE the default value is 9 54 kN m Design pressure Design pressure pg in Bar used to determine the stresses caused by internal pressure in LC 2 section 25 5 3 and in LC 4 section 25 5 5 Test pressure Test pressure p in Bar used to determine the stresses caused by test pressure in LC 2 section 25 5 3 and in LC 4 section 25 5 5 Temperature variation Temperature variation At in C used to determine the stresses caused by temperature variation in LC 4 sec tion 25 5 5 70 of 362 Deltares Input When clicking the Database button _Datebose the PE pipes library
220. e Delta 20 Poisson s ratio 0 35 The pipeline material used in this tutorial is a steel 480 with the properties given in Table 20 2 Table 20 2 Properties of steel material Tutorial 13 Pipe material Steel 480 Outer diameter mm 1219 Overcut mm 38 Wall thickness mm 22 7 Young s modulus N mm 205800 Unit weight pipe material kN m3 7 85 This tutorial starts with the selection of the pipeline installation model Model selection The direct pipe model must be selected to carry out the current tutorial noitemsep 1 Click File and choose New on the menu bar to start a new project 2 In the New File window select the option New geometry to start This will result in an empty geometry 3 Save the project by clicking Save As in the File menu and by entering lt Tutorial 13 gt as project name 4 Click Save to close this window 5 On the menu bar click Project and then choose Model to open the Model window Fig ure 20 2 6 Select Direct pipe and click OK 268 of 362 Deltares 20 3 Tutorial 13 Face support and Thrust force for the Direct Pipe method Model Horizontal directional drilling IV Ends at surface Dutch Standard NEN Micro tunneling ion in tench ettlement Koppejan f Isotachen Cancel Help Figure 20 2 Model window 7 On the menu bar click Project and then choose Properties to open
221. e Reference section section 4 3 This section describes an other way to create and manipulate geometry graphically using the tool buttons of the View Input window View Input Window 128 of 362 Deltares 7 3 1 Graphical Geometry Input General To use the View Input option click the Geometry tab to activate it in the regular View Input window or use the menu to select it Layers 8 Sand moderate E 7 Sana moderate E 6 Peat E 5 Clay moderate E 4 Sand moderate 3 Clay compact EC 2 Peat C 1 Sand compact Figure 7 1 View Input window Geometry tab When the Geometry tab in the View Input window is selected it displays a graphical repre sentation of only the geometrical data On the left of the window the Edit and Tools buttons are displayed section 7 3 2 On the right the legend belonging to the geometry is displayed section 7 3 3 At the bottom of the window the title panel and the info bar are displayed The title panel displays the project titles defined using the Properties option in the Project menu The info bar provides information from left to right about the current cursor position the current mode and the object currently selected The legend title panel and info bar are optional and can be controlled using the Properties option in the Project menu It is possible to use three different modes when working in the Geometry tab of the View Input window Select T
222. e Sand layer is an aquifer with an enhanced artesian groundwater pressure the groundwater pressure at the bottom of the clay layer should be calculated based on the hydraulic head of PL line 2 Of course the water pressure at the top and at the bottom of the coarse sand layer should be calculated based on the hydraulic head of PL line 2 This will result in the Deltares 247 of 362 D GEO PIPELINE User Manual Pl lines per layer window shown in Figure 18 8 D PL lines per Layer E xi Layer PL ine Number at bottom 2 2 1 2 Figure 18 8 PL lines per Layer window 25 Click OK to confirm 26 The geometry can be tested by clicking Geometry on the menu bar and selecting Check Geometry If the geometry is entered properly the message Geometry has been tested and is OK appears 27 Click OK to close this window 18 6 Adding a waterway A small waterway will now be drawn in the geometry 28 Select the Geometry tab and select the Add poly line s button E 29 Draw a profile line as in Figure 18 9a Remove points that are not required by clicking the right mouse button and selecting the option Delete All Loose Lines 30 Select the top line between points 3 and 6 as shown in Figure 18 9b 31 Click the Delete button X This should result in Figure 18 9c Figure 18 9 View Input window Geometry tab steps for drawing a waterway Now give the exact location of the waterway 32 Check an
223. e pipeline During the pull back operation the bore hole is supposed to be stable Characteristic points Length pipe in Expected bore hole m pulling force kN T1 0 18 T2 25 18 T3 129 35 T4 155 35 T5 259 53 T6 284 54 The calculated pulling force is the mean value It is recommended to use a contingency factor of at least 1 4 for the stress analysis In the subsequent pipe stress analysis a factor of 1 40 is used and a load factor of 1 10 steel only The maximum representative pulling force is 3434 kN calculation factor excluded At this pulling force level the stresses in the pipeline are equal to the yield strength Figure 9 6 Report window Calculation pulling force filling percentage 22 18 In Figure 9 7 the characteristic locations along the drilling line at which the pulling force is calculated are shown Notice that the maximum pulling force is 54 kN entry point exit point ground level Figure 9 7 Schematic overview of the characteristic points 19 Switch back and click Pipe and select Engineering Data on the menu and alter the Part of pipe filled with fluid during pull back to lt 0 gt 20 Start the calculations again by clicking Calculation and select Start on the menu bar or by pressing the function key F9 21 Click Results and select Report on the menu bar to watch the results of the pulling force calculation Notice that the pulling force has increased to 64 kN
224. e 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 select and then copy part of a table in another document an Excel sheet for example If the cursor Mis 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 7 Then using the copy button or ctrl C this area can be copied Begin Begin Y Begin Z Material E mod Begin Begin BeginZ Material E mod m Im Im N mm m m m N mm 80 00 0 00 2 00 2 00 2000 0 00 80 00 0 00 2 00 2 00 2000 0 00 50 00 10 00 2 00 200 2000 0 00 50 00 b 20 00 20 00 2 00 2000 0 00 gt 0 00 20 00 SK 2 00 2000 0 00 20 00 10 00 2 00 2000 0 00 80 00 5 Ama 2 00 2000 0 00 80 00 a 100 00 5 00 2 00 2 00 2000 0 00 b L 100 00 5 00 2 00 2 00 2000 0 00 BeginX Begin Y Begin Z Material E mod Begin X Begin Y BeginZ m N mm 2 80 00 2000 0 00 50 00 0 0 2000 0 00 b 20 00 20 00 2000 0 00 0 00 1 2000 0 00 20 00 1 00 2 00 2000 0 00 80 00 5 00 0 00 2 00 2000 0 00 c C 100 00 M 2 00 2 00 2000 0 00 Figure 2 7 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
225. e and the minimum drilling fluid pressure at user specified calculation verticals The configuration of a proposed pipeline that has to cross an object is determined by the location of the entry and exit points section 22 1 1 the entry and exit angles section 22 1 2 the limitations of the object to be crossed specified by the owner of the objects con cerned section 22 1 3 the minimum value of curve radius section 22 1 4 the value of the combined bending radius section 22 1 5 Location of entry and exit points The entry point is the location where the drilling rig is positioned during the pilot drilling The exit point is located at the other side of the object that has to be crossed When the locations of the entry and exit points are determined it must be taken into account that a minimum distance is required to the object in order to cross the object at a sufficient depth Inclination at the entry and exit points The magnitude of the entry and exit angle is usually between 6 and 15 The angle can be larger for small drilling rigs The greater the bending stiffness of the pipeline is the smaller the entry and exit angles are Before starting to drill the curved parts of the drilling line the first 30 to 40 m 3 to 4 drill pipes must be drilled in a straight line The magnitude of the exit angle influences the pull back operation of the pipe through the borehole The larger the exit angle the higher the pi
226. e for the Direct Pipe method 267 20 1 Introduction to the case o o esoo acora saasa be eaa aoea 267 20 2 Model seleti n y o e sare oe oy Ba bow oe eee Be ae wee 268 203 GEOmEY ne eee ek ee eee eee ea Pha eee Se 269 20 3 1 Soil layer properties 202 00000004 271 20 3 2 Phreaie ling s sx sa ae ee ee 271 PU CBS ok ash Re A ee A Ba eS aed Bea a Deed 271 20 3 4 PL LinesperLayers 02 000002 pees 272 20 3 5 Check Geometry o a o e ca oosa ee ae ee he ee ele ee 273 20 4 Pipeline Config raton lt o sacs a sosi woe ee ed 273 20 5 Pipe Material Data aoaaa a 274 viii Deltares Contents 20 6 Soil behavior aco na SG a a PA a a Be BA Oe 20 7 Calculation Verticals lt lt o oa se ee bb ew dee ee ee we wa 20 0 Bnginesting DAA oe cb bee bo ek i oe oe Pe aD ak Sw a 20 9 Results Operation Parameter Plots 0 000 ee eee 20 10 Results Thrust Forte o o a sos saaa aroa a a a a 21 Tutorial 14 Stress Analysis Direct Pipe 21 1 Introduction to the case 1 kk a 2AL2 TRON oo ocs s sor pana e OS ee ee i ge oe ew ira e 21 3 Soll layer properties 2 sarc sad sada sred uoaa h adorani 21 4 Soilbehavior lt s ocs s he Pe en 21 5 Calculation and Results 2 oa aa a a a 22 Design of a pipeline 22 1 Design of a pipeline crossing using the HDD technique 22 1 1 Location of entry and exit points 22 1 2 Inclination at the entry and exit points
227. e pilotboring Liter minute Annular back flow rate pre reaming Liter minute Annular back flow rate ream and pull back Liter minute Circulation loss factor pilotboring H Circulation loss factor pre reaming H Circulation loss factor ream and pull back 8 Properties of drilling fluid Unit weight 7 kN m Yieldpoint t kN m Plastic viscosity u kN s m Cancel 512 200 0 400 0 LEE Oo w ao hi il 014 0 000040 Help Figure 13 2 Drilling Fluid Data window Ix Since the engineering properties for a bundle are different from single pipeline installation properties values of the engineering properties have to be changed 18 Click Data and select Engineering data on the menu bar to select the Engineering Data window This will result in the window shown in Figure 13 3 19 Do not fill the pipe on the rollers and enter the values of Figure 13 3 in the standard input window 20 Click on the OK button to confirm the input of the specified values 200 of 362 Deltares 13 5 Tutorial 6 Installation of bundled pipelines Engineering Data Factors Miscellaneous Standard C Advanced J Pipe filled with water on rollers J Pipe always filled Implosion Part of pipe filled with fluid during pull back 4 Unit weight fluid kN m Bedding angle deg Load angle deg Friction Factor of friction pipe roller f 1 Friction pipe mud f 2 N mm Factor of
228. e report displays the calculated axial and tangential stresses when the pipe is in operation with internal pressure See section 25 5 5 for background information 6 2 3 Load Combination 4 In Operation with Internal Pressure Axial stress Sigma_b Mb Wh E lb 0 77 Rrol Wh Due to internal pressure Sigma_py pd Do t 2 t Sigma_px 0 5 Sigma_py Sigma_ptest sf pt Do t 2 t Sigma_Temp Dt gamma_t alpha g E Maximum axial stress Sigma_a max Tangential stress Sigma_gr kgr raw Do Sigma_gn k gqn rgVw Do Rerounding factor Frr Rerounding factor F rr Sigma_t max Sigma_py F rr Sigma_gr Frr Sigma_qn Maximum tangential stress Sigma_t max 347 23 371 39 182 0 947 0 974 228 N mm N mm N mm N mm N mm N mm N mm N mm N mm Figure 6 17 Report window Stress analysis for load combination 4 Sigma _b Axial bending stress in N mm see Equation 25 43 Sigma_py Ring stress due to internal design pressure in N mm tion 25 44 110 of 362 see Equa Deltares View Results Sigma_px Axial stress due to internal design pressure in N mm see Equa tion 25 47 Sigma_ptest Ring stress due to internal test pressure in N mm see Equation 25 45 for steel and Equation 25 46 for PE Sigma_Temp Axial stress due to temperature variation in N mm see Equa tion 25 48 Sigma_a max Maximum axial stress in N mm see Equation 25 49 Sigma_
229. e strength of the pipeline in operation need to be sufficient to withstand the forces acting on the pipeline Micro Tunneling Micro tunneling is the technique which uses a micro tunneling boring machine MTBM to remove the soil Micro tunneling usually starts horizontal at a certain level below the surface Start and reception shafts are created for the micro tunneling machine In the start shaft a jacking frame and micro tunneling machine in front of pipe sections are installed The jacks push the pipe elements section by section ahead towards the reception shaft As the length of the advancing micro tunnel increases the friction forces along the micro tunneling machine and the pipe segments will increase Lubrication fluid may be applied to reduce the friction Very often at the front of the Micro tunneling machine drilling fluid is used for soil removal and front stabilization Figure 1 5 Jacking frame and micro tunneling machine in the start shaft Installation in trench The majority of the underground pipelines are installed in a trench After excavation of the trench the pipeline is installed on the bottom of the trench Figure 1 6 and is subsequently covered by the excavated soil The interaction between the pipe and the condition of the soil material which is placed back in the trench plays an important role in the engineering of the pipe 4 of 362 Deltares 1 2 4 1 3 1 3 1 General Information Figure 1 6 Pip
230. e uncertainty on the model The default value is 1 4 as prescribed in paragraph E 1 2 1 of NEN 3650 1 NEN 2012a NOTE According to the NEN 3650 1 article E 1 2 3 the contin gency factor on the pulling force for bundled pipelines should be in creased to 1 8 because due to the pull back of the bundled pipelines the risk on higher pulling forces than calculated is present Modulus of Contingency factor on the modulus of subgrade reaction fv The subgrade reaction default value is 1 6 Soil load Qn Contingency factor on the reduced neutral soil stress Qn fant used for the strength calculation of the pipeline see section 25 5 The default value is 1 1 as prescribed in Table B 3 of NEN 3650 1 NEN 201 2a Pressure borehole Contingency factor on the pressure borehole fpress bore used to check the equilibrium between drilling fluid pressure and pore pres sure see section 24 4 The default value is 1 1 Deltares 83 of 362 D GEO PIPELINE User Manual Bending radius Bending moment Steel Bending moment PE Design pressure Design pressure combination Test pressure Installation Soil load Qn Temperature Traffic load factor Factor of importance S Allowable deflection of pipe Steel Piggability Steel Allowable deflection of pipe PE Piggability PE Unit weight water 84 of 362 Contingency factor on the bending radius fpr used for the deter mination of the axial stress in the
231. ection is still reliable according to the soil investigation data D view Input R Me YLT YT HCE ELA TLL fx 135 000 i 4 000 Edit Current object None Figure 12 3 View Input window Top View tab Note The horizontal bending is indicated with a black bold line in the longitudinal cross section Figure 12 4 Deltares 193 of 362 D GEO PIPELINE User Manual Layers 2 Soft Organic Clay E 1 coarse Sand Figure 12 4 View Input window Input tab 12 3 Calculation of the pulling force and pipe stress analysis The results of the pulling force calculation are shown in the D GEO PIPELINE report which is created automatically after finishing the calculations 13 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 14 Click Results and select Report n the menu bar to look at the results of the pulling force calculations The results can be found on paragraph 5 3 Figure 12 5 Note the increase in pulling force due the horizontal bending radius compare to the case without bending see results of Tutorial 3 in Figure 10 11 5 3 Calculation Pulling Force During the pullback operation the pipe experiences friction which is based on friction between pipe and pipe roller f1 0 10 friction between pipe and drilling fluid f2 0 000050 N mm friction between pipe and soil f3 0 20 Due to the friction
232. ed 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 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 details in the Verification Report available in the installation directory of the program Deltares 357 of 362 D GEO PIPELINE User Manual 358 of 362 Deltares Bibliography SCIA Pipeline integrated in the program Scia Engineer http www scia online com en pipeline calculation html Boussinesq J 1885 Application des Potentiels l Etude de Equilibre et du Mouvement des Solides Elastiques Gauthier Villars Paris Brinch Hansen J 1970 A revised and extended formula for bearing capacity Lyngby Bulletin No 28 Danish Geotechnical Institute Broere W 1994 Tunnel face stability and new cpt applications DUP Science Delft Broms B B and H Bennermark 1967 Stability of clay at vertical openings American Society of Civil Engineers Journal of Soi
233. ed stresses Tutorial 2a 24 Notice that the calculated stresses for all load combinations are allowable The deflection is lower than the allowable value 25 Look at the calculated soil load and the calculated modulus of subgrade reaction on para graph 4 1 Deltares 167 of 362 D GEO PIPELINE User Manual 4 Soil Mechanical Parameters 4 1 Soil Mechanical Parameters Pipe Pipe 1 The list with data and issues is shown hereafter ote safety factors not applied Pvp Passive soil load jm Pvn eutral soil load m Phin Neutral horizontal soil load im Pvn Reduced neutral soil load im top1 Vertical modulus of subgrade reaction bilinear upward ime top2 Vertical modulus of subgrade reaction upward ime dv Vertical displacement mm Vertical modulus of subgrade reaction downward rn Pvie Vertical bearing capacity rn h Horizontal modulus of subgrade reaction im Phie Horizontal bearing capacity im tmax Maximal friction pipe drilling fluid rn dmax Displacement at maximal friction mm Vertical nr Pvp Pyin Phin Pyrin kv top kN m kNim kNim kNim kN m 1 161 46 34 46 3722 2 596 119 13 8 4558 3 754 163 12 6 5265 4 866 197 1 5 5805 5 941 221 1 5 6183 6 984 235 11 5 6400 7 996 239 11 5 6460 8 996 239 11 5 6460 g 984 235 1 5 6400 10 941 221 1 5 6183 11 866 197 1 5 5805 1
234. elect Pipeline Configuration on the menu bar to open the Pipeline Config uration window 11 Enter the values given in Figure 17 3 12 Click OK to confirm Pipeline Configuration E xj XY coordinates Left point X coordinate Left point Y coordinate Left point Z coordinate Right point coordinate Right point Y coordinate Right point Z coordinate Angles entry exit Angle left Angle right Bending radius Bending radius left Bending radius right Bending radius pipe on rollers Pipe between radii Lowest level of pipe Angle of pipe m m m m m m deg deg m Im as SSI BST SIS D gt 2 2 3 8 8 a 3 b S s 2 S 8 8 2 S 8 s 8 S a 3 3 z s 8 8 S 8 SIE g 8 s 3 8 8 8 m deg 15 000 Horizontal bendings Y2 m Radius m Direction 3000 5000 000 Left Cancel_ _ Hep Figure 17 3 Pipeline Configuration window 13 Look at the entered horizontal bending on the Top View tab of the View Input window Figure 17 4 14 Look at the longitudinal cross section on the Input tab of the View Input window and notice the elongation of the longitudinal cross section Therefore it is recommended to check in case of projects with changing 3D pipeline configurations if the soil layer sequence in the longitudinal cross section is still reliable according to the soil investigation data 238 of 362 Deltares Tutorial 10 Subsidence
235. eline installation in a trench Direct Pipe method The direct pipe method enables to lay a prefabricated pipeline in one single continuous work ing operation into the ground with the aid of the thrust unit pipe thrust As with pipe jacking earth excavation is executed by means of a navigable micro tunnelling machine which is di rectly coupled with the pipeline The tunnel face is slurry supported a bentonite suspension is often used for controlled excavation of the soil The pipe thruster is fixed horizontally and vertically in the launch pit and clamps the pipeline with its clamping device and pushes it in front of the pipe the micro tunneling machine is welded forward through the borehole Since the diameter of the micro tunnelling machine is significantly larger than the diameter of the pipe a borehole is created The borehole is filled with lubrication fluid The type of lubrication fluid is determined by the soil conditions through which the borehole is made Features in standard module HDD In the Netherlands HDD technique has been used on a large scale since the 1980s Since the 1970s Deltares formerly known as GeoDelft has been involved in the development and execution of trench less technologies Years of research have resulted in one of the first design codes for HDD as well as in a computer program Since the release of the first version in 1995 D GEO PIPELINE provides users with the minimum and maximum drilling fluid
236. eltares Tutorial 13 Face support and Thrust force for the Direct Pipe method 20 3 1 Soil layer properties The properties of the soil layers should be specified in the menu materials which can be entered by clicking soil In this tutorial only one soil layer is considered 19 Click Soil and select Materials on the menu bar to open the Materials window Figure 20 6 and enter the soil data 20 Add a new material by choosing Add button below the materials list on the left side of the window with the new lt Silty Sand gt 21 Enter the soil data as given in Table 20 1 22 Finish the input of soil data by clicking OK Materias ij x Material name Total Unit Weight Above phreatic level kN m fso Below phreatic level kN m joo Cohesion kN m 0 00 Phi deg 200 Cu top kN m 0 00 ee Cu bottom kN m 0 00 Emod top kN m fio000 00 Emod bottom kNm 15000 00 Adhesion kN m 0 00 ier af Friction angle Delta deg oao _Delete Rename gt Poisson ratio Nu fy f0 35 Cancel Help Figure 20 6 Materials window The defined soil properties and the groundwater level have to be assigned to the drawn ge ometry of the longitudinal cross section The assignments can be carried out by clicking geometry and choosing the subsequent described options on the menu bar 20 3 2 Phreatic Line 23 On the Geometry menu select Phreatic Line to open Phreatic Line window Figure 20 7 in which the phrea
237. en under normal circumstances pipelines are installed in an excavated trench In the not very densely populated areas such as agricultural areas and not developed areas the slopes of the trenches can often be excavated under The main risk associated with trenching is instability of the slopes of the trench This risk is can not be considered in D GEO PIPELINE Use of other computer programs such as D GEO STABILITY is recommended to evaluate this risk 290 of 362 Deltares Design of a pipeline 22 4 Design of a pipeline using the direct pipe method The Direct Pipe method enables to lay a prefabricated pipeline in one single continuous working operation into the ground with the aid of the thrust unit the Pipe Thruster As with Pipe Jacking earth excavation is executed by means of a navigable microtunnelling machine which is directly coupled with the pipeline The tunnel face is slurry supported a bentonite suspension is often used for a controlled excavation of the soil Deltares 291 of 362 D GEO PIPELINE User Manual 292 of 362 Deltares 23 Calculation of soil mechanical data This section includes background information on the calculation of neutral vertical stress section 23 1 passive vertical stress section 23 2 reduced vertical stress section 23 3 actual vertical stress section 23 4 neutral horizontal stress section 23 5 vertical modulus of subgrade reaction section 23 6 horizontal modulus of subgr
238. ensions and properties of the product pipe Click on the button Add on the left side of the window to declare a pipeline with the name lt Pipe 1 gt Enter the values given in Table 8 2 for Pipe 1 in the fields on the right side of the window as shown in Figure 8 18 Click OK to confirm Deltares 153 of 362 D GEO PIPELINE User Manual Pipe material Item name Steel C Polyethene Database Material quality S fStecl240 Negative wall thickness tolerance pooo Yield strength Namm s000 Partial material factor ft fio Partial material factor test pressure f fico Young s modulus N mm 7 20580000 Outer diameter product pipe Do mm 223 90 Wall thickness mm 7 00 Unit weight pipe material kN m 78 50 Design pressure Bar 18 00 Add Insert a Test pressure Ba 9 00 Delete Rename gt Temperature Variation Degc 50 Cancel Help Figure 8 18 Product Pipe Material Data window 8 8 Drilling Fluid Data Various types of drilling fluids exist the drilling fluid has properties to transport the cuttings from the borehole to the surface The flow behavior which depends on the drilling fluid prop erties is an important characteristic for the development of drilling fluid pressure during the different drilling stages Generally the flow behavior of drilling fluid can be described with the Bingham model The Bingham model is used in D GEO PIPELINE and describes the fluid by means of a viscosity te
239. ent in paragraph 3 2 equilibrium between drilling fluid pressure and pore pressure Notice that the artesian water pressure is higher than the drilling fluid pressure so that measures against leakage are required Figure 10 13 Deltares 181 of 362 D GEO PIPELINE User Manual 3 2 Equilibrium between Drilling Fluid Pressure and Pore Pressure Vertical nr Static column pressure Drilling fluid Result kKN m 1 sufficient 2 sufficient 3 not sufficient 4 not sufficient 5 not sufficient 6 not sufficient 7 not sufficient 8 not sufficient g not sufficient 10 4 not sufficient 11 not sufficient 12 4 not sufficient 13 sufficient 14 sufficient The static drilling fluid pressure is calculated and can be compared with the calculated groundwater pressure The quotient of the drilling fluid pressure and the groundwater pressure yields the safey factor which should be higher than the requested factor of safety of 1 10 Figure 10 13 Report window Equilibrium between drilling fluid pressure and pore pres sure 10 9 Conclusion In this tutorial a layered soil sequence has been modeled and the drilling fluid pressures have been calculated Using the table called Equilibrium between drilling fluid pressure and pore pressure in the D GEO PIPELINE report it can be concluded if the drilling fluid pressures are or are not sufficient 182 of 362 Deltares 11 Tutor
240. ent software assum ing that the database is residing on a server on which server software has already been installed The calculation of the settlement of the soil layers below the pipeline is performed externally by D SETTLEMENT formerly known as MSet tle the settlement calculation program of the Deltares Systems tools Therefore the directory where the program is installed must be speci fied by clicking the Browse button Deltares General 3 2 4 Program Options Language xl Modules View General Locations Interface language English E Output language English hial Figure 3 6 Program Options window Language tab Interface language Currently the only available interface language is English Output language The output languages English German Dutch and French are sup ported The selected output language will be used in all exported reports and output plots 3 2 5 Program Options Modules For a D GEO PIPELINE 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 GEO PIPELINE installation based on a license dongle the Modules tab will just show the modules that may be used D Program Options mx View General Locations Language License FlexLm IV D Geo Pipeline Standar
241. eoDelft together with parts of Rijkswaterstaat DWW RIKZ and RIZA WL Delft Hydraulics and a part of TNO Built Environment and Geosciences are form ing the Deltares Institute a new and independent institute for applied research and special ist 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 insti tute 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 civil and environmental construction sector Deltares teams are continually working on new mecha nisms 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 www deltares com Deltares Systems Deltares Systems formerly known as Delft GeoSystems converts Deltares s knowledge into practical geo engineering services and softw
242. eometry manipulation Each step can be started by using line shaped construction ele ments section 7 1 2 to add line drawings After converting these drawings to valid geometry parts the specific geometry elements created can be manipulated section 7 1 1 Geometry elements Geometry can be composed from the following geometry elements Points A point is a basic geometry element defined by its co ordinates As stated earlier the geometry is restricted to two dimensions allowing to define X and Z co ordinates only Boundary lines A boundary line is a straight line piece between two points and is part of a boundary Boundaries A boundary is a collection of connected boundary lines that forms the continuous boundary between layers PL lines A piezometric level line is a collection of connected straight line pieces defining a continuous piezometric level Phreatic line This is a PL line that acts as phreatic line The phreatic line or ground water level is used to mark the border between saturated and unsatu rated soil Layers A layer is the actual soil layer Its geometrical shape is defined by its boundaries and its soil type is defined by its material Materials A material defines the actual soil material or soil type It contains the parameters belonging to the soil type such as its unsaturated weight and its saturated weight A material can be connected to a layer in order to defi
243. er diameter of pipeline t in m dni is the wall thickness of pipeline 2 in m ay is the unit weight of pipeline 7 in KN m E _ is the Young s modulus of pipeline i in KN m Deltares 197 of 362 D GEO PIPELINE User Manual I is the moment of inertia of pipeline i in m4 Teq is the moment of inertia of the bundle in m4 The calculated pulling force is acting on all the pipelines in the bundle The magnitude of the pulling force of a pipeline in the bundle is derived by dividing the total pulling force over the cross section area of the wall of the pipelines with equal stiffness In case the stiffness of the pipeline materials is significantly different for example a combined bundle of steel and PE pipelines a different approach is applied In addition to the previous described dividing procedure the total pulling force is assigned to the stiffer pipeline steel pipeline Ad 3 The pipe stress analysis for a pipeline in the bundle is quite similar to the pipe stress analysis for a single pipeline in the bore hole The only difference in the pipe stress analysis is the contact between the pipeline and the surrounding soil single pipeline and the contact between the pipeline and the adjacent pipelines bundle Therefore the load angle and the bedding angle should be adapted in case of a bundled pipeline In this tutorial angle values of 30 degrees are assumed and entered manually Table 13 1 Pipes properties Tutorial 6
244. erate Clay compact e 6 5 4 3 2 1 umm umm jam omn omn omn Lon a Cancel Help Figure 4 20 Layers window Materials tab On the left of the screen a list containing all defined materials see the Materials option in the Soil menu in section 4 2 1 is displayed On the right a list of all defined layers together with their assigned materials if available is displayed To assign a material to a layer first select that layer on the right of the window Then select the required material on the left of the window Finally click the Assign button In case of settlement calculation using the Koppejan or the Isotache model section 4 1 1 the loading is defined by marking the Load check box of one or several layers D GEO PIPELINE assumes that those layers are non uniform loads Every change made using this window will only be displayed in the underlying View Input Geometry window after closing this window by clicking the OK button When clicking this button a validity check is performed on the geometry If errors are encountered a dialog window asks if auto correction should be tried Remaining errors are reported and can be corrected manually The error correction is confirmed by clicking the OK button and discarded by clicking the Cancel button PL lines per Layer Use this option to define the top and bottom PL lines for the defined layers The PL lines represent the pore pressure in a soil layer
245. ere Te is the outer radius of the pipeline in m Jupiit iS the upward force of the pipeline in kN m g is the weight of the ballasted pipeline in KN m Yat is the unit weight of the drilling fluid in kN m 162 of 362 Deltares 9 5 Tutorial 2 Stress analysis of steel pipes and polyethylene pipes Using the above described equation it can be calculated that filling the product pipe for 22 results in a nearly weightless pipe in the bore hole Of course it is wise not to fill the product pipe on the rollers so that the pulling force during the first part of the pull back operation can be reduced 11 Click Pipe and select Engineering Data on the menu bar to open the Engineering Data window 12 Do not mark the Pipe filled with water on rollers check box and enter the values given in Figure 9 3 13 Click on the OK button to confirm the input of the specified values Engineering Data xi Miscellaneous Standard C Advanced J Pipe filled with water on rollers J Pipe always filled Implosion Part of pipe filled with fluid during pull back 4 22 Unit weight fluid kN m 3 fi 0 00 Bedding angle deg 120 hd Load angle deg 180 hd Friction Factor of friction pipe roller f 1 f fo 0 Friction pipe mud f 2 N mm fo 000050 Factor of friction pipe soil f 3 ie 0 20 Cancel Figure 9 3 Engineering Data window The bedding 8 and the load angle are shown in Figure 9 4
246. ere dependent upon the soil properties of the upper soil layers The factor 2 can empirically be determined based on differences in soil sequences The empirical method is described by O Reilly O Reilly and New 1982 i 0 43 Doas 0 28 Diop 1 1 for incompressible granular soil on compressible soil i 0 43 Dyas 1 1 for compressible soil i 0 23 Doas 0 43 Diop 0 1 for compressible soil on incompressible granular soil i 0 28 Dyas 0 1 for incompressible granular soil where Dyas is the thickness of the Basal layer above the tunnel or pipeline in m Diop _ is the thickness of the upper layer above the tunnel or pipeline in m Deltares 341 of 362 D GEO PIPELINE User Manual 342 of 362 Deltares 27 Trenching 27 1 Installation of the pipeline in a trench is the oldest and a relatively easy method One of the main installation risk associated with trenching is instability of the slopes of the trench This risk can not be considered in D GEO PIPELINE Use of other computer programs such as D GEO STABILITY formerly known as MStab is recommended In case of installed pipelines with a relatively thin soil cover in a wet environment uplift can be an installation risk Section 27 1 In case of trenching in soil layers which cover an aquifer with high pore pressures bursting of the bottom of the trench heaving can be an installation risk Section 27 2 Uplift Safety Due to buoyancy of the pipeline belo
247. erties This tutorial is based on continuation of the file used in Tutorial 1 chapter 8 1 Click File and select Open on the menu bar to select the Open window for the choice of the D GEO PIPELINE file created at the end of tutorial 1 2 Select Tutorial 1 and click the Open button to open de file 3 Click File and select Save as on the menu bar to select the save file window and rename the file into lt Tutorial 2a gt 4 Click the Save button to save the file for Tutorial 2a 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 2 for D GEO PIPELINE gt and lt Stress analysis of steel and polyethylene pipes gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK Product Pipe Material Data The dimensions and the properties of the product pipe which should be installed in the reamed borehole should be specified for a pipe stress analysis 8 Click Pipe on the menu bar and select Product Pipe Material Data to open the Product Pipe Material Data window for specification of the dimensions and properties of the product pipe 9 For Pipe 1 enter the values given in Figure 9 2 10 Click OK to confirm the specified product pipe material data Deltares 161 of 362 D GEO PIPELINE User Manual Pipe material Item name Steel C Polyethene Database Material quality 5 fStecl355 Negative wall thickness tolerance pooo Yield
248. es per Layer window 26 Click OK to confirm 27 The geometry can be tested by clicking Geometry on the menu bar and selecting Check Geometry If the geometry is entered properly the message Geometry has been tested and is OK appears 28 Click OK to close this window 10 5 Soil behavior Strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure Depending on the permeability of the soil layer the soil will behave drained or undrained The Coarse Sand layer is well permeable so that the excess water pressure due to the drilling fluid pressures will dissipate easily The strength of this soil layer can be calculated using the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior in the impermeable Soft Organic Clay layer the strength of the soil can be calculated using the undrained strength parameter undrained cohesion cy The soil load on the pipeline after finishing the installation is dependent on the soil pipeline interaction which is in turn largely dependent on the soil behavior In D GEO PIPELINE it is as sumed that the pipeline remains fixed at the specified location and that there s no settlement of the soil layers below the pipeline This assumption allows D GEO PIPELINE to perform a rel ative simple pipe stress analysis based on a reduced soil load due to arching As described
249. esses According to NEN 3650 2 art 5 D 3 1 the calculated stresses for the load combinations must meet the following conditions note Re 480 N mm Load combination 1 Sigma_v lt Re Gamma_m Load combination 2 Sigma_ptest lt Re Gamma_test Sigma_py lt Re Gamma_m Sigma_pm lt 1 1 Re Gamma_m Load combinations 3 and 4 Sigma_vmax lt 0 85 Re Re_20deg Gamma_m All stresses in all conditions are allowable Max allowable Load Load Load Load Load stress combination1A combination1B combination2 combination3 combination4 N mm Sigma_v 436 36 81 201 Sigma_ptest 480 00 290 Sigma_py 436 36 264 Sigma_pm 480 00 228 Sigma_vmax 741 82 536 417 Figure 21 7 Report window Check on calculated stresses 28 Notice that the calculated stresses for all load combinations are allowable The deflection is lower than the allowable value 29 Look at the calculated soil load and the calculated modulus of subgrade reaction on para graph 4 1 284 of 362 Deltares Tutorial 14 Stress Analysis Direct Pipe Deltares 4 Soil Mechanical Parameters 4 1 Soil Mechanical Parameters The list with data and issues is shown hereafter Note safety factors not applied Py p Passive soil load kN m Pyin Neutral soil load kN m Ph n Neutral horizontal soil load kN m Pvy rn Reduced neutral soil load KN m kv top Verti
250. eventies last century other techniques for pipeline instal lation are introduced These so called trench less techniques such as horizontal directional drilling and micro tunneling are applied on a large scale since the eighties A relative new technique is the direct pipe method They provide a logical alternative when pipelines need to cross roads railways dikes wetlands rivers and other structures that have to remain in tact These techniques minimize the impact of installation activities in densely populated and economical sensitive areas The program D GEO PIPELINE provides tools for the design of pipeline installation in a trench and trench less by using the micro tunneling technique direct pipe technique or the horizontal directional drilling technique The tools allow the user to minimize the risks during and after installation Horizontal Directional Drilling technique HDD techniqueD GEO PIPELINE enables the fast design of a pipeline configuration installed using the horizontal directional drilling technique With the horizontal directional drilling tech nique three installation stages are considered Pilot drilling Reaming the initial pilot borehole Pulling back the pipeline PILOT DRILLING Entry Point Btt Polat Figure 1 1 HDD Pilot drilling DCA guidelines 2 of 362 Deltares General Information Figure 1 3 HDD Pull back operation DCA guidelines During the
251. f 362 Deltares 8 11 Tutorial 1 Calculation and assessment of the drilling fluid pressure D Drilling Fluid Pressures Drilling Fluid Pressures during Pilot E 3 T s00 L coordinate m um allowable drilling fluid pressure zone related to deformation bore hole lowable driling fluid pressure plastic zone related to soil cover quired drilling fluid pressure pilot from left to right inimum required drilling fluid pressure pilot from right to left Figure 8 21 Drilling Fluid Pressures window 58 Click on the tabs Prereaming and Reaming and pullback to watch the results of the other drilling stages 59 Close the window to return to the main window Notice that the minimal required drilling fluid pressure is lower than the maximal allowable drilling fluid pressure in the pilot drilling stage The risk on a blow out is therefore very small Of course due to the decreasing soil cover the last meters of the pilot drilling the minimal required drilling fluid pressure is higher than the allowable drilling fluid pressure but in this situation the distance where the minimal required drilling fluid is higher than the maximum allowable pressure is very small 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 put in they can be used to calculate a range of results including drillin
252. f 362 Deltares Tutorial 11 Installation of pipeline in a trench 3 1 Soil Mechanical Parameters The list with data and issues is shown hereafter Note safety factors not applied Pyip Passive soilload kN m Pyin Neutral sail load kN m Phin Neutral horizontal soil load kN m Pya Actual soil load kN m kv top1 Vertical modulus of subgrade reaction bilinear upward KN m kv top2 Vertical modulus of subgrade reaction upward kN m dv Vertical displacement mm kv1 Vertical modulus of subgrade reaction downward first branch kN m kv2 Vertical modulus of subgrade reaction downward second branch kN m Pv e Vertical bearing capacity kN m kh Horizontal modulus of subgrade reaction kN Phie Horizontal bearing capacity kN m tax Maximal friction along pipe kN m dmax Displacement at maximal friction mm Vertical nr Pvp Pyia ky top1 kv top2 kN m kN m kN m kN m 1 50 41 33 94 2 50 41 33 94 3 87 71 97 215 4 133 110 214 407 5 77 62 105 211 6 33 26 24 64 7 141 ur 248 451 8 130 108 205 392 g 102 84 132 274 10 50 41 33 94 11 50 41 33 94 Vertical nr tmax dmax mat J Jeo Joo o ans Joo na J OPOIOJ O O O OIO Olojor Figure 18 17 Report window Soil Mechanical Parameters section The initial soil load Pv a may be reduced by changing the fill property to well compacted see E
253. f each material can also be reviewed Deltares 49 of 362 4 3 3 4 3 4 D GEO PIPELINE User Manual New Wizard Summary SE U xl Basic layout Limit Left m 0 00 Limit Right m 75 00 Number of Layers 5 Ground Level m NAP 0 00 Phreatic Level m NAP 1 00 Top layer hl m 250 L1 m 250 h2 m 250 L2 m 3 00 h3 m 1 00 L3 m 8 00 h4 m 1 00 L4 m 4 00 L5 m 8 00 LG m 6 00 L7 m 12 50 L8 m 3 00 L9 m 2 50 Material types Layer1 Dense Sand Layer2 Soft Clay Layer3 Loose Sand Layer4 Dense Sand Layer5 Peat lt Previous i Cancel Help Figure 4 12 New Wizard window Summary The Summary window Figure 4 12 displays an overview of the data entered in the previous wizard screens If necessary click Previous to go back to any screen and change the data as required Clicking Finish will confirm the input and display the geometry in the View Input Geometry window In this window the geometry can be edited or completed graphically as described in chapter 7 Of course the Geometry menu options can also be used for this purpose section 4 3 Import This option displays a standard file dialog in which an existing geometry can be selected stored in a geometry file or in an existing input file for D GEO STABILITY formerly known as MStab D SETTLEMENT formerly known as MSettle MSeep and D SHEET PILING formerly known as MSheet For a full description of these programs and
254. f the 3 dimensional bending radius The value of the three dimensional bending radius can be calculated as follows R x R Reombi R 12 1 where Reombi is the combined bending radius in m Ra is the horizontal bending radius in m Ry is the vertical bending radius in m The combined bending radius is used to calculate the pulling force during the pull back oper ation and is used in the pipe stress analysis in D GEO PIPELINE Deltares 191 of 362 12 2 D GEO PIPELINE User Manual Top view R 1500m 90m 190m exit X H 8m PL line2 y 5m entry X Figure 12 1 Pipeline configuration of Tutorial 5 This tutorial is based on continuation of the file used in Tutorial 3 chapter 10 _ Click File and select Open on the menu bar to open the Open window Select Tutorial 3 and click the Open button to open the file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 5 gt Click the Save button to save the file for Tutorial 5 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 5 for D GEO PIPELINE gt and lt Drilling with a horizontal bending radius gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK N A Pipeline Configuration The horizontal bend must be specified in the pipeline configuratio
255. final stage a drilling is carried out using a relatively small drill bit under the object that has to be crossed for example a road railway waterway or a nature reserve This initial borehole is called a pilot hole The diameter of the pilot hole is then enlarged using a reamer Depending on the required final borehole diameter the borehole can be enlarged in several stages using reamers of increasing diameters After reaming the diameter of the borehole should be 1 3 to 1 5 times larger than the diameter of the pipeline After preparing the pipeline near the exit point of the borehole the pipeline is finally pulled into the borehole Figure 1 4 Reamer and cutting wheel During all drilling stages drilling fluid is pumped under pressure into the borehole The main function of drilling fluid is to transport cuttings from the drilling head through the borehole and to the ground surface A specific minimum pressure is required for the transport function of the drilling fluid However the fluid pressure in the borehole should not exceed a specific maximum value The maximum value is related to the strength of the soil around the borehole Deltares 3 of 362 1 2 2 1 2 3 D GEO PIPELINE User Manual If the maximum fluid pressure is exceeded a blow out may occur Besides the pressure of the drilling fluid other factors play a role in the design process Both the strength of the pipeline during the pull back operation and th
256. flection of pipe Steel g 50 E TAE Piggability Steel 15 00 Total unit weight CEN H hio Allowable deflection of pipe PE 4 jo Cu cohesion CEN t rad Piggabiity PE g po Angle of intemal friction Phi CEN t 10 Unit weight water IkN m3 fioo E modulus CEN B E Safety factor cover drained layer H joso Pulling force CEN ty f0 Safety factor cover undrained layer H foso Modulus of subgrade reaction CEN H 41 30 Soil load Qn CEN u fioo Pressure borehole CEN J fio Figure 4 49 Factors window HDD for polyethylene pipe acc to the European standard CEN For the definition of the parameters refer to the window for the Dutch standard NEN see Figure 4 47 only the default values are different Click the button to reset all values to the default values prescribed in the European standard CEN If the input values in the Factors window differ from the default values pre scribed by CEN the value appears in red color Deltares 85 of 362 D GEO PIPELINE User Manual Factors for HDD European standard CEN Steel pipe If the European standard CEN was selected in the the Model window section 4 1 1 and if a steel material was selected in the Product Pipe Material Data window section 4 6 2 1 the window in Figure 4 50 is displayed x Contingency factors Miscellaneous Total unit weight CEN fy 110 Factor of importance S u fo Cu cohesion CEN t pa Allowable deflection of pipe Steel 4 fi 5 00 Ang
257. for case or case Il to compute FS at the end of the bend Then add F to that and continue with adding the friction of the next straight section using the formula for Fp with the correct length Then calculate using the radius of the second bend and add it to the total before applying the formula for the bend case or case II to find poe at the end of the second bend Then add a final friction of the last straight section using the formula for Fp with the correct length paying attention to the thruster boundary condition This gives the total force before the thruster Use this force in the buckling formula to calculate Fbuckie and add it to the total force Add the friction on the roller track F if any This gives the total needed thruster force 352 of 362 Deltares 29 Effective Stress and Pore Pressure 29 1 Hydraulic head from piezometric level lines A piezometric level line PL line represents the initial and transient hydraulic water heads in the soil excluding the excess component Several PL lines can be defined in the PL Lines window section 4 3 10 A PL line for the top and bottom of each soil layer can be defined in the Pl lines per Layer window section 4 3 13 PL line 2 _PL line 1 es ho As X YA YAA 1 1 SAND 1 1 H 1 99 CLAY ANG o 3 v WA SAND 2 2 Vh 99 CLAY2 i ns i 1 2 SAND Figure 29 1 Pore pressure as a result of piezometric level line
258. friction pipe soil f 3 i Cancel _ x Q i iil Q 4 0 10 0 000050 A Help Figure 13 3 Engineering Data window D GEO PIPELINE performs the calculations of the drilling fluid pressures according the Dutch regulations described in the NEN 3650 series NEN 2012a b c and in NEN 3651 NEN 2012d The safety philosophy described in the NEN 3650 1 Annex B and D is applied on the calculations 21 Click Defaults and select Factors on the menu bar to select the contingency and safety factors window for watching the default values or adapting this values 22 Due to the pull back of the bundled pipelines the risk on higher pulling forces than calcu lated is present According to the NEN 3650 1 article E 1 2 3 the contingency factor on the pulling force should be 1 8 Change this value into lt 1 8 gt as shown in Figure 13 4 23 Click OK to confirm Safety factors on implosion PE Miscellaneous Implosion at long term H po Factor of importance S Implosion at short term t 5 Allowable deflection of pipe Steel 2 Contingency factors Piggabilty Steel Total unit weight NEN fy J110 Allowable deflection of pipe PE 4 Cu cohesion NEN f0 Piggabilty PE 4 Angle of internal friction Phi NEN H jio Unit weight water kN m E modulus NEN H EJ Safety factor cover drained layer H Pulling force NEN H pao Safety factor cover undrained layer H Modulus of subgrade
259. g a contingency factor see Equation 25 6 in section 25 2 Deltares 107 of 362 D GEO PIPELINE User Manual entry point exit point ground level Figure 6 12 Locations of the characteristic points T1 to T6 6 2 6 Report Stress Analysis 6 2 6 1 Stress Analysis HDD Load Combination 1A Start pull back operation This part of the report displays the calculated axial and tangential stresses at the start of the pull back operation See section 25 5 1 for background information 6 2 1 Load Combination 1A Start Pullback Operation Axial stress Sigrna_b Mb WVb E Ib 0 77 Rrol Wb 304 Nimrm Sigma_t TVA 50 Nim Maximum axial stress Sigma_a max 354 Nim In this load combination the tangential stress is negligible Figure 6 13 Report window Stress analysis for load combination 1A Sigma_b Axial bending stress in N mm see Equation 25 23 Sigma_t Axial stress due to friction of the pipeline on the roller lane in N mm see Equation 25 25 Sigma_a max Maximum axial stress in N mm see Equation 25 26 Load Combination 1B End pull back operation This part of the report displays the calculated axial and tangential stresses at the end of the pullback operation See section 25 5 2 for background information 108 of 362 Deltares View Results 6 2 2 Load Combination 1B End Pullback Operation Axial stress Sigrna_b Mb Wb E lb 0 77 Rmin Wb 347 N mm Sigma_t
260. g fluid pressures during the three stages of the HDD technique One way to view these results is to display them graphically on the screen Deltares 157 of 362 D GEO PIPELINE User Manual 158 of 362 Deltares 9 Tutorial 2 Stress analysis of steel pipes and polyethylene pipes 9 1 This second exercise considers installation of a steel pipeline and installation of a polyethy lene pipeline by using the technique horizontal directional drilling The exercise focuses on the stress analysis for the different installation stages which is required to assess whether installation of the pipeline according the design is executable or not The objectives of this tutorial are To calculate the pulling force on the pipeline during the pull back operation To calculate the stresses in the pipeline during the different installation stages Assessment of the calculated stresses in the pipeline To perform a Special Stress Analysis To perform a calculation for a polyethylene pipe The following module is needed D GEO PIPELINE Standard module HDD This tutorial is presented in the files Tutorial 2a dri Tutorial 2b dri and Tutorial 2c dri Introduction to the case The pipeline configuration and the soil type is the same as those modeled in the first tutorial Figure 9 1 90m 190m entry X exit X N Figure 9 1 Pipeline configuration for Tutorial 2 Different calculations will be performed using two pipe m
261. gle 289 22 5 Bending factor acc to table 6 of NEN 3650 3 oaoa aaa aa 289 23 7 Values of parameter u according to NEN 3650 1 298 23 19 Fri tian displacement WR we aaau aan aua 310 23 20 Classification of the soil type ooa a 310 25 12 Moment and deflection coefficients for indirectly and directly transmitted stress as a function of the bedding angle 8 according to Table D 2 of NEN 3650 1 327 25 17 Set for calculation of the maximum stresses for load combination 1A 332 25 18 Set for calculation of the maximum stresses for load combination 1B 332 25 19 Set for calculation of the maximum stresses for load combination 3 332 25 20 Set for calculation of the maximum stresses for load combination4 332 Deltares xxi D GEO PIPELINE User Manual xxii Deltares 1 1 General Information D GEO PIPELINE formerly known as MDrill has been developed especially for geotechnical engineers and mechanical engineers D GEO PIPELINE s graphical interactive interface re quires just a short training period for novice users This means that skills can focus directly on the input of geotechnical and engineering data and on the drilling fluid pressure calculations and strength pipeline calculations Preface D GEO PIPELINE is a graphical interactive Windows tool for designing pipelines installed by using one of the three following techniques the horizontal directional drilling HDD
262. h gt 8 B4 Bi xy 1 K tan p hp K x tang x hp nr _ 1 ex F Oc EX dn K x tangy B SORP B 23 8 y is the average effective unit weight of the soil between the compressibility border and the pipe center in kN m hp is the soil cover above the borehole in the incompressible layers see Figure 23 5 in m p is the average friction angle between the compressibility border and the pipe center in degrees Oc is the vertical effective stress at the compressibility border in kN m see Fig ure 23 5 296 of 362 Deltares 23 4 Calculation of soil mechanical data Compressible layers F NF Incompressible layers Figure 23 5 Schematic diagram of H and hp If hy lt 8B Equation 23 8 is not applicable for the determination of g In such case the following applies 1 O lt hp lt 2B Qn iS constant and equal to qn border see section 23 3 1 2 2B lt hp lt 4B interpolation between q border and qn incompressible for hp 4B 3 hp gt 4B n incompressible as a function of hp If Gnr incompressible hp 4B is larger than qn r border then 1 is prescribed and 2 is applicable for 0 lt hp lt 4By Initial vertical stress According to article C 4 2 3 of NEN 3650 1 NEN 2012a the initial vertical stress q also called actual vertical stress for construction in trench is defined as qk qn kvtot X bX Do lt dp 23 9 with 23
263. he default value is 10 kN Effective weight of the pipe thruster in bentonite Getm in KN m The difference in diameter of the borehole and the outer diameter of the pipe thruster in mm Length of the pipe thruster Lm in m In the Pipe menu choose the Drilling Fluid Data option to open the Drilling Fluid Data window in which the drill pipe and borehole dimensions the characteristics of drilling fluid flow and the properties of the drilling fluid can be defined For the Direct Pipe module only the properties of the drilling fluid can be defined For background information see chapter 24 Drilling Fluid Data Outer diameter pilot hole Outer diameter pilot pipe Outer diameter pre ream hole Outer diameter drill pipe Outer diameter borehole Deltares Drill pipe and bore hole dimensions Outer diameter pilot hole Outer diameter pilot pipe Outer diameter pre ream hole Outer diameter drillpipe Outer diameter borehole Outer diameter product pipe Do Characteristics of drilling fluid flow Annular back flow rate pilotboring Liter minute Annular back flow rate pre reaming Liter minute Annular back flow rate ream and pull back Liter minute Circulation loss factor pilotboring Circulation loss factor pre reaming Circulation loss factor ream and pull back Properties of drilling fluid Unit weight 7 kN m Yieldpoint 1 kN m Plastic viscosity u kN s m Cancel Ix 200 0 LET 300
264. he Select mode is the default mode and enables the user to select existing elements in the window Add The Add mode allows the addition of elements using one of the Add buttons By selecting one of these buttons one switches to the Add mode As long as this mode is active the user can add the type of element which is selected Zoom The Zoom mode allows the user to view the input geometry in different sizes By selecting one of the Zoom buttons or the Pan button one activates the Zoom mode While in this mode the user can repeat the zoom or pan actions without re selecting the buttons It is possible to change modes in the following ways When in Add or Zoom mode it is possible to return to the Select mode by clicking the right hand mouse button or by pressing the Escape key or by clicking the Select mode button To activate the Add mode select one of the Add buttons To activate the Zoom mode select one of the Zoom buttons or the Pan button Note The current mode is displayed on the info bar at the bottom of the View Input window Deltares 129 of 362 D GEO PIPELINE User Manual 7 3 2 Buttons Edit panel Select and Edit mode In this mode the left hand mouse button can be used to graphically select a pre viously defined grid load geotextile or forbidden line Items can then be deleted or modified by dragging or resizing or by clicking the right hand mouse button and choosing an option from the menu displayed P
265. he drawing by clicking and dragging the mouse Add point s to boundary PL line a Click this button to add points to all types of lines lines polylines boundary lines PL lines By adding a point to a line the existing line is split into two new lines This provides more freedom when modifying the geometry Add single lines s E Click this button to add single lines When this button is selected the first left hand mouse click will add the info bar of the new line and a rubber band is displayed when the mouse is moved The second left hand mouse click defines the end point and thus the final position of the line It is now possible to either go on clicking start and end points to define lines or stop adding lines by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key Add polyline s E Click this button to add poly lines When this button is selected the first left hand mouse click adds the starting point of the new line and a rubber band is displayed when the mouse is moved A second left hand mouse click defines the end point and thus the final position of the first line in the poly line and activates the rubber band for the second line in the poly line Every subsequent left hand mouse click again defines a new end point of the next line in the poly line It is possible to end a poly line by selecting one of the other tool buttons or by clicking the rig
266. he pore pressure in kN m see Equation 29 4 al _ is the effective horizontal soil pressure at the shield center in kN m Oy is the effective vertical stress at the shield center in kN m see Equation 29 5 In case of arching effect over the depth C i e C4 Do gt fsio the vertical effective stress a is reduced to o as explained below see Equation 26 6 336 of 362 Deltares Micro tunneling The 3 dimensional coefficient of active earth pressure is calculated as follows z sin 8 x cos 8 cos 8 x tany 2K x a x cos 8 x tan A3 26 5 cos 8 x sin 8 tan x sin B ea with 1 3 Q 1 251 where C is the distance between the drained undrained border and the top of the shield of the micro tunneling machine in m B is the angle of the slip surface of the active wedge in degree p is the angle of internal friction in degree In the subsequent figure the values for different angles of internal friction for a series of depth diameter ratios are shown c p o o Q Q S 82 2 a R 2f TE ou Il Il Il oS gt it 0 4 3 0 0 1 0 2 03 0 4 Kaz Figure 26 2 Values for K 43 The method described by Jancsecz and Steiner Jancesz and Steiner 1994 has the opportu nity to take the effect of vertical stress reduction due to arching in account In Figure 26 3 the arching over the depth C can reduce the vertical stress on the active wedge which determines the minimal supp
267. he pull back operation 24 31 Note This equivalent diameter is calculated by D GEO PIPELINE in the Drilling Fluid Data window of the Pipe menu 24 4 Equilibrium between drilling fluid pressure and pore pressure The ratio between the static pressure of the drilling fluid column p and the pore pressure u yields the safety factor which should be higher than the user defined requested safety factor which writes P1 f a 2 J press bore 24 32 where P is the static pressure of the drilling fluid column i e pressure due to the difference of level between the drilling head and the exit point of the drilling fluid in KN m see Equation 24 2 in section 24 1 1 Pi Yat X Zexit Z u is the calculated pore pressure see Equation 29 4 in section 29 5 press bore is the required safety factor as defined in the Factors window under the field Contingency factor Pressure borehole see section 4 7 1 1 Deltares 319 of 362 D GEO PIPELINE User Manual 320 of 362 Deltares 25 Strength pipeline calculation 25 1 Buoyancy control The friction between soil and pipe is partially caused by buoyancy of the pipeline in the drilling fluid Uplift forces resulting from buoyancy can be neutralized by filling the pipeline The optimal volume of water Py placed in the pipe provides the most advantageous distribution of buoyant forces as illustrated in Figure 25 1 Pipe weight d Filling weight n water filing w
268. he uplift check the face support pressures and the thrust forces for Micro Tunnel ing section 6 2 8 Thrust Forces chapter gives the face support data and forces calculation of the Direct Pipe method section 6 2 9 The following sections describe the output in more detail The calculation process can be aborted after which a message is appended to the output file and the file is closed All results until the moment the calculation was stopped remain in the file Report Drilling Fluid Pressure 96 of 362 Deltares 6 2 1 1 View Results Report Drilling Fluid Data In the Drilling Fluid Data section the results of the drilling fluid pressures calculation for the three stages pilot hole drilling pre reaming of the borehole and pullback of the product pipe are displayed 3 1 Drilling Fluid Data 3 Drilling Fluid Pressures Vertical nr Drilling fluid pressures pilot KN Max deformation Max soil cover 1 121 209 35 2 364 631 162 247 3 494 829 245 4 532 887 284 5 524 874 298 6 441 748 275 210 7 472 Vertical nr Max deformation Max soil cover 1 121 165 2 364 631 3 494 829 4 532 887 5 524 874 248 238 6 441 748 210 189 7 259 472 103 94 Vertical nr Drilling fluid pressures pull back kN m Max deformation Max soil cover Min left Min right 1 121 2 364 3 494 4 532 5 524 6 441
269. he verticals Points Enable this check box to display the points Labels Points Enable this check box to display the point labels Calculation Verticals Enable this check box to display the vertical labels Layers Enable this check box to display the layer labels Deltares 41 of 362 4 2 D GEO PIPELINE User Manual Layers labels as This choice is available only if the Layers check box of the Labels sub window is marked There are three ways to display the legend of the layers Layer Numbers The legend displays one box for each layer Each layer and therefore each box is displayed in a different standard color Next to each box the layer number and the material name are displayed corresponding to the color and number of the layer in the adjacent Geometry window Material Numbers The legend displays one box for each material Each material and therefore each box is displayed in a different color which can be changed by the user see section 7 3 3 Next to each box the material number and name are displayed correspond ing to the color and number of the material in the adjacent Ge omeiry window Material Names The legend displays one box for each material Each material and therefore each box is displayed in a different color which can be changed by the user see section 7 3 3 Next to each box only the material name is displayed corresponding to the color and name of the material
270. hematic diagram of H and hp 2 297 23 6 Pipe soil interaction modeled by springs o o oa e a e a a 299 23 7 Values K and K according to Brinch Hansen Figure C 14 of the NEN 3650 1 303 23 8 Creep Isotache pattern aooo a a 304 23 9 Influence of the tsnit tr parameter on the creeptail 305 23 10 Koppejan settlement oaoa a 306 23 11 Schematization of the forces acting on the pipe 307 23 12 Traffic load as a function of the depth and the pipe diameter for both load models according to NEN 3650 1 aaa aa a 311 24 1 Schematization of hi and h2 aoaaa aaa 0 eee ee 318 25 1 Schematization of the buoyancy control 24 321 26 1 Upper and lower bound for the stability ratio N Davis et al 1980 336 26 2 Valssi Kag eee ke kw eee ew hea Re OEE ee OES 337 Deltares xix D GEO PIPELINE User Manual XX 26 3 27 1 27 2 28 1 29 1 29 2 29 3 Active soil wedge with soil column Broere 1994 338 Definition of parameters Hy d1 a and d2 g Figure 18 of NEN 6740 2006 345 Factor f for the contribution of the layers above the bottom of the excavation Figure 19 of NEN 6740 2006 a aaa aaa 345 Bore path definition aoaaa a a 349 Pore pressure as a result of piezometric level lines 353 Stress distribution under a load column aooaa a 354 Stress distribution under a load column oaoa aa a 355 Deltares List of Tables
271. hesion is used by the program 1 Cufctve 5 1 Ko x op x sing c x cosy 23 23 Horizontal modulus of subgrade reaction Pipelines installed using a drilling technique The horizontal modulus of subgrade reaction is kn 0 7 Kybottom 23 24 where kv bottom is the vertical modulus of subgrade reaction at the bottom of the pipe as deter mined in Equation 23 14 Pipelines installed in a trench According to article C 4 3 4 1 of NEN 3650 1 the horizontal modulus of subgrade reaction upward is 1 0 B Lane ae 23 25 Ymax A where he s the ultimate horizontal bearing capacity see Equation 23 29 Ymax s the maximal displacement in M Ymax Do X 0 05 0 03 x Z 0 5 A is a constant A 0 145 B is aconstant B 0 855 Ultimate vertical bearing capacity According to article C 4 4 2 of NEN 3650 1 NEN 201 2a the ultimate vertical bearing capac ity is Pye 0 95 0 5 y B N S dy Sq Na dq qn c X cot p c x cot p 23 26 where c p are the average soil parameters along the sliding plane is the width of the foundation element in m for pipeline B D is the depth until the pipe in m Z H D 2 is the soil cover above the pipe in m is the length of the foundation element in m L 10 B is the bearing capacity factor for the effect of the effective weight of the soil under the foundation surface N 1 5 x Ng 1 x tan is the shape factor for the effect
272. hoice The options available in the pop up menu depend on the selected geometrical element and the active mode When the Select mode is active and the right hand mouse button is clicked the pop up menu of Figure 7 18 is displayed Properties Delete Undo Redo View Preferences Statistics Layer Properties Deltares Properties Delete Del Undo Ctrl Z Redo Ctrl View Preferences Statistics Layer Properties Delete All Loose Lines Delete All Loose Points Figure 7 18 Pop up menu for right hand mouse menu Select mode When this option is clicked the property editor for the selected object is displayed This procedure is performed by first selecting an object by clicking on it with the left hand mouse button Then clicking the right hand mouse button anywhere in the graphic window will display the pop up menu It is possible to use the property editor to quickly adapt the values properties of the selected object Each type of element requires its own properties and therefore its own property editor as shown from Figure 7 20 to Figure 7 23 below This option deletes the element that has been selected see the com _ ments for the Delete button in section 7 5 2 This option will undo the last change s made to the geometry This option will redo the previous Undo action This option opens the Properties dialog in the Project menu as dis played in It is possible to use this option
273. ht kN m 20 13 Cohesion kN m 0 2 Angle of internal friction 35 18 Undrained strength top kN m 0 10 Undrained strength bottom kKN m 0 30 E modulus top kN m 15000 500 E modulus bottom kN m 25000 1000 Poisson s ratio 0 35 0 45 During drilling a borehole is protected from collapsing by filling it with drilling fluid However arching in the surrounding soil contributes to the stability of the borehole As a result arching also reduces the total amount of soil load acting on the installed pipe For an ideal granular stratum Terzaghi s derivation has up until now been considered to be appropriate for the situation where arching occurs and is accordingly incorporated in Dutch pipeline standard NEN 3650 series However for cohesive soil layers consolidation may occur over a period of time and this will result in a reduction of the arching effect thereby increasing the vertical load on the installed pipe The latter process is added to the Dutch pipeline standard For the development of arching a certain depth diameter ratio is required Figure 10 2 At shallow depths near the exit and entry point the soil cover is not sufficient for turning off the soil load above the borehole to the soil layers next to the borehole H Arching Borehole D Figure 10 2 Arching around the borehole During the pilot drilling the highest drilling fluid pressures occur The risk on a blow out to the surface or the f
274. ht hand mouse button or by pressing the Escape key Add PL line s Click this button to add a piezometric level line PL line Each PL line must start at the left limit and end at the right limit Furthermore each consecutive point must have a strictly increasing X co ordinate Therefore a PL line must be defined from left to right starting at the left limit and ending at the right limit To enforce this the program will always relocate the first point clicked left hand mouse button to the left limit by moving it horizontally to this limit If trying to define a point to the left of the previous point the rubber band icon indicates that this is not possible Subsequently clicking on the left side of the previous point the new point will be added at the end of the rubber band icon instead of the position clicked Zoom in a Click this button to enlarge the drawing then click the part of the drawing which is to be at the center of the new image Repeat if necessary Zoom out Click this button then click on the drawing to reduce the drawing size Repeat if necessary Zoom rectangle Click this button then click and drag a rectangle over the area to be enlarged The selected area will be enlarged to fit the window Repeat if necessary Measure the distance between two points Click this button then click the first point on the View Input window and place the cross on the second point The distance between the two points can be read
275. ial 4 Exporting soil mechanical data for an extended stress analysis This exercise considers the installation of a polyethylene pipeline by using the horizontal di rectional drilling technique The exercise focuses on the calculation of soil mechanical pa rameters for an extended pipe stress analysis A settlement calculation forms also part of the exercise The objectives of this tutorial are To calculate the soil mechanical parameters for an extended pipe stress analysis To perform a settlement calculation To export the soil mechanical parameters The following module is needed D GEO PIPELINE Standard module HDD License for D SETTLEMENT formerly known as MSettle This tutorial is presented in the file Tutorial 4 dri Introduction to the case In D GEO PIPELINE it is assumed that the pipeline remains fixed at the specified location and that there s no settlement of the soil layers below the pipeline No temperature effects are taken into account in D GEO PIPELINE Therefore a relative simple pipe stress analysis can be performed In case compressible soil layers are present below the pipeline and an additional load is carried out on theses compressible soil layers settlement can be expected If settlement of the layers below the pipeline occurs in most cases an extended pipe stress analysis is required The extended pipe stress analysis can not be performed using D GEO PIPELINE but should be carried out us
276. ial considers a situation with a phreatic groundwater table at the surface level 130m exit X PL line 1 Figure 19 1 Pipeline configuration for Tutorial 12 Deltares 255 of 362 19 2 D GEO PIPELINE User Manual Table 19 1 Layer properties Tutorial 12 Silty Sand Peat Soft Organic Clay Dry unit weight kN m 18 10 2 13 Wet unit weight kN m 20 10 2 13 Cohesion kN m 10 2 2 Angle of internal friction 10 15 18 Undrained strength top kN m 0 10 10 Undrained strength bottom kN m 0 20 30 E modulus top kN m 10000 1000 500 E modulus bottom kN m 15000 1500 1000 Adhesion kN m 10 2 2 Friction angle 20 5 9 Poisson s ratio 0 35 0 45 0 45 This tutorial is based on continuation of the file used in Tutorial 11 chapter 18 1 Click File and select Open on the menu bar and select Tutorial 11 2 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 12a gt Click the Save button to save the file for Tutorial 12a ao 4 On the menu bar click Project and then choose Properties to open the Project Properties window 5 Fill in lt Tutorial 12 for D GEO PIPELINE gt and lt Trenching uplift and heave gt for Title 1 and Title 2 respectively in the Identification tab Materials The soil investigation showed presence of peat layers instead of organic clay Fi
277. ial data The bundle now consists of five pipes Pipe nr 1 400 mm SDR 11 PE 80 Pipe nr 2 160 mm SDR 13 PE 80 Pipe nr 3 160 mm SDR 13 PE 80 Pipe nr 4 160 mm SDR 13 PE 80 Pipe nr 5 160 mm SDR 13 PE 80 13 3 Drilling Fluid Data The properties of the drilling fluid and the operation parameter values should be specified for the bundle Deltares 199 of 362 D GEO PIPELINE User Manual 15 Click Pipe and select Drilling Fluid Data on the menu bar to open the Drilling Fluid Data window for specification of properties of the drilling fluid 16 Enter the values of Figure 13 2 for installation of the bundle The bedding and the load angle are 30 degrees since contacts in between the pipelines are expected These values are used in the pipe stress analysis to determine the moment coefficients The values for the special pipe stress analysis do not have to be entered 17 Click on the OK button to confirm the input of the specified value Note The equivalent diameter of the bundle is calculated automatically The equivalent diameter amounts to Deg V0 4 4 x 0 167 0 512 m 13 4 Engineering Data Drilling Fluid Data Drill pipe and bore hole dimensions Outer diameter pilot hole m Outer diameter pilot pipe m Outer diameter pre ream hole m Outer diameter drillpipe m Outer diameter borehole m Outer diameter product pipe Do m Characteristics of drilling fluid flow Annular back flow rat
278. ield of the micro tunneling machine in kN m 338 of 362 Deltares 26 1 3 26 1 4 Micro tunneling Maximal support pressure In case of a high support pressure several possible failure mechanism may occur Soil failure due to pushing a soil wedge in upward direction A blow out to the surface due to hydraulic fracturing Horizontal hydraulic fracturing at the transition of soil layers The maximal allowable support pressure Omax for micro tunneling can be determined as fol lows 0 Omax ux fu 26 7 cover where re is the effective vertical stress see Equation 29 5 u is the pore pressure in kN m see Equation 29 4 feover is the contingency factor on soil cover as defined in the Factors window see sec tion 4 7 1 2 default is 1 1 tu is the safety factor on water pressure as defined in the Factors window see sec tion 4 7 1 2 default is 1 05 Obvious the total allowable support pressure is equal to the sum of the allowable effective support pressure and the water pressure at the drilling line Thrust force The thrust force which is required to install a pipeline or micro tunnel in between the launch pit and the reception pit The magnitude of the thrust force is determined by the pressure on the shield head of the tunneling machine and friction along the circumference of the tunnel or pipeline The thrust force due to pressure on the shield is relative small compared to the force due
279. ight part of the borehole Total pulling force in the pipeline Pulling force due to friction of the pipeline on the roller lane Pulling force due to friction between pipe and drilling fluid Pulling force in the curved part of the borehole due to soil reaction Pulling force in the curved part of the borehole due to curved forces Part of pipe filled with fluid during the pull back operation Soil reaction Weight of the pipeline filled with water Effective weight of the pipeline Weight of the filling water Uplift force Weight of the pipeline Bending radius Maximum displacement Load angle Alpha pipe material for polyethylene Bedding angle Calculated deflection of the pipe Allowable deflection of the pipe Allowable deflection of the pipe piggability Unit weight of the filling fluid Characteristic stiffness pipeline soil Axial bending stress Internal stress around the pipeline caused by test pressure pi Axial internal stress Internal stress around the pipeline caused by design pressure pg Tangential stress directly transmitted as a result of the bending Tangential stress indirectly transmitted as a result of the bending Axial stress due to pull back Drilling fluid data dp dz fioss L Pmax d Pmax und P P2 Q Qann Qreq 16 of 362 Flow resistance per unit length of borehole Circulation loss factor Height between drilling head and exit point of the drilling fluid Distance in the borehole betwee
280. iguration window Deltares Tutorial 11 Installation of pipeline in a trench 43 Now examine the trench trajectory in the Input Figure 18 14 and Top View Figure 18 15 tabs of the View Input window wtih Fl in lolx Tools 2 i a x lo k ovnehrytreerivelc terrain tie Wi PLU Figure 18 15 View Input window Top View tab Deltares 251 of 362 D GEO PIPELINE User Manual 18 10 Engineering Data Next the engineering data is added The trench is excavated in organic clay and filled with the excavated material the fill is poorly compacted 44 Click Pipe from the menu bar and select Engineering Data to open the Engineering Data window 45 Select lt Soft Soils gt as Type of fill and lt Poorly compacted gt as Compaction of fill 46 Click OK to confirm xi Type of fill C Sand C Stiff Clay Soft Soils Compaction of fill Cancel Help Figure 18 16 Engineering Data window 18 11 Results Soil Mechanical Parameters 47 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 48 Open the Report window from the Results menu to view the results of the Soil Mechanical Parameters The results can be found in paragraph 3 1 Figure 18 17 Since the fill of the trench is assigned the property poorly compacted a relatively high initial soil load on the pipe is expected 252 o
281. il In this case a large number of PL lines would have to be calculated one or two for each layer To avoid this D series software is able to interpolate across layer boundaries For layers with a non hydrostatic pore pressure 99 can be entered as the PL line number For this layer the interpolation will take place between the PL line belonging to the first soil layer above with a real PL line number and the PL line belonging to the first soil layer below with a real PL line number The first and the last soil layer must therefore always have a real PL line number Note A real PL line number is not equal to 99 Water pressures above the phreatic line are set to zero An example using two different PL lines is given in Figure 4 22 showing how the pore pressure varies in the vertical Deltares 57 of 362 D GEO PIPELINE User Manual PL line 2 PL line 1 SAND CLAY m oe SAND CLAY2 5 nln SAND Figure 4 22 PL lines and vertical pressure distribution When clicking the OK button the program performs a validity check on the geometry Any errors encountered during this check are reported A dialog window enables to disregard or correct the errors The error correction is confirmed by clicking the OK button and discarded by clicking the Cancel button 4 3 14 Check Geometry When this option is selected the program checks the validity of the geometry section 7 2 with respect to the requireme
282. imary compression coefficient below preconsolidation pressure Cp The primary compression coefficient Cp is used to calculate the primary settlement Primary compression coefficient above preconsolidation pressure Cp The primary compression coefficient Cp is used to calculate the primary settlement lt Secondary compression coefficient below preconsolidation pressure Cs above preconsolidation pressure Cs 44 of 362 The secondary compression coefficient C is used to calculate the secondary time depen dent settlement The secondary compression coefficient Cg is used to calculate the secondary time depen dent settlement Deltares Input 4 2 3 Materials Settlement lsotache If the Use settlement check box in the Model window section 4 1 1 is unmarked and the Isotache model is selected D GEO PIPELINE will calculate the settlements according to the Isotache model Therefore the Isotache parameters need to be put in as shown in Figure 4 6 For background information see section 23 10 1 Material name Undetermined x Total Unit Weight Above phreatic level kN m fiasco Below phreatic level kN m fiasco Cohesion kN m jeo 8 Phi deg i800 0 CO Cutop kN m2 10000 Cu bottom kN m jso Emod top kN m2 500 00 Emod bottom kNm 1000 00 Adhesion kime foo Friction angle Delta deg foco o Poisson ratio Nu H jos Settlement Isotachen D
283. imit window Repeat the previous described actions for the right boundary and shift the boundary to coordinate X of lt 900 m gt The width in between the left and the right boundary is now 1000 m Select the drawing button Zoom limits appears in the center of the screen Unselect the drawing button Automatic regeneration of geometry on off El from the Tools panel Select the drawing button from the Edit panel Add single line to draw the surface line of the longitudinal cross section of the horizontal directional drilling and position the straight surface line at Z 0 m Use the right mouse button to finish the line Select again the drawing button Add single line to draw the lower boundary of the lon gitudinal cross section of the horizontal directional drilling and position the straight lower boundary line at Z 30 m Use the right mouse button to finish the line Select the drawing button Automatic regeneration of geometry on off from the Tools panel so that the geometry as shown in Figure 20 5 appears Select the drawing button Add pl line s from the Edit panel and position the level of the groundwater at coordinate Z 2 m Use the right mouse button to finish the line The blue dashed line represents the groundwater line PL line from the Tools panel so that the drawn geometry tinal ir is E m i cone hte thee kes Figure 20 5 View Input window Geometry tab 270 of 362 D
284. imum support pressure Omax Dinas hw X Yw 28 6 where w is the unit weight of water in kN m and hy is the height of water column above the cutting head Calculate the maximum allowable front force T 4 Dim x F mechanic 28 7 Fmi Omax This front force depends on the location of the machine in the borepath and can be calculated for various locations Friction in lubricant and machine borehole wall contact Use the following formula to calculate the total friction of the machine Fine Lm x Dem x fo a Jett m x fs 28 8 Friction in straight sections of the borepath Use the formula below to calculate the friction of the pipeline in the fluid and the friction of pipeline borehole wall contact for the three straight sections Fy L x nDe X fot gerl fs 28 9 where L is the length of the pipeline in the straight section which differs per section and depends on whether the machine is also in a section The thruster boundary condition also effects this length in the first section of the borehole the following formula needs be used Fp Li x nDo x f2 gett x fs Li x Gert x fs 28 10 where L is calculated according to the next section The above is valid if the machine is not in the first section There needs to be special considerations if the machine IS in the first section 350 of 362 Deltares 28 2 4 1 28 2 5 28 2 6 28 2 7 Direct Pipe Thruster boundary condition Calcula
285. in section 10 2 arching develops completely in incompressible soil layers while in compressible layers the reduced soil load on the pipeline is higher due to compression of the soil next to the pipeline 29 Click GeoObjects and select Boundaries Selection on the menu bar to open the Bound aries Selection window for specification of the soil behavior 30 Choose the boundary between the undrained and drained layer on top of layer number lt 1 gt Figure 10 9 This choice results in drained behavior of layer number 1 31 Choose the boundary between the compressible and incompressible layer on top of layer number lt 1 gt This choice results in full development of arching in layer number 1 while in layer number 2 arching is not fully developed 178 of 362 Deltares Tutorial 3 Influence of soil behavior on drilling fluid pressures and soil load on the pipe 32 Click OK to close this window Boundaries Selection Ea Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers fi Cancel Help Figure 10 9 Boundaries Selection window 10 6 Calculated reduced soil load for pipe stress analysis The layered soil sequence results in a different reduced neutral soil load at different depths Due to the compressible top layer the reduced neutral soil load increases considerable with increasing depth Figure 10 10 In the sand layer the reduced neutral soil load reduces due to the full
286. in this file Measurements data in self describing Geotechnical Exchange Format 2 4 Tips and Tricks 2 4 1 Keyboard shortcuts Keyboard shortcuts given in Table 2 5 are another way to reach the features of D GEO PIPELINE directly without selecting it from the bar menu These shortcuts are also indicated in the corresponding sub menus Table 2 5 Keyboard shortcuts for D GEO PIPELINE Keyboard shortcut Opened window Ctrl N New Ctrl O Open Ctrl S Save F12 Save As Shift Ctrl C Copy Active Window to Clipboard Ctrl P Print Report Ctrl M Model Ctrl T Materials F9 Start Calculation Ctrl R Report Ctrl U Drilling Fluid Pressures Plots Deltares 27 of 362 2 4 2 2 4 3 D GEO PIPELINE User Manual Exporting figures and reports All figures in D GEO PIPELINE such as top view and graphical output can be exported in WMF Windows Meta Files format In the File menu select the option Export Active Window to save the figures in a file This file can be later imported in a Word document for example or added as annex in a report The option Copy Active Window to Clipboard from the File menu can also be used to copy directly the figure in a Word document The report can be entirely exported as PDF Portable Document Format or RTF Rich Text Format file To look at a PDF file Adobe Reader can be used A RTF file can be opened and edited with word processors lik
287. ine expressed in force per area unit sometimes also called the yield strength of the lubricant It can be seen that according to this formula this friction is just the total outside area of the pipeline inside the borehole times a friction per area value The NEN suggests f gt 50 N m For the DPM this value is considered a bit too conservative D GEO PIPELINE uses a value of fz 100 N m Friction between pipeline and borehole wall Friction between the pipeline and borehole wall is modelled by multiplying the force that the pipeline exerts on the soil perpendicular to the borepath by a friction coefficient The friction always acts parallel to the borepath in the opposite direction of the pushing This can be expressed as 0 AF fs T la s ds 28 3 Lp Here q is the soil reaction perpendicular to the pipeline as a function of the distance along the borepath s The value of fs is the friction coefficient between pipeline and soil the NEN 3650 suggests f 0 2 For the DPM this value is considered a bit too conservative therefore D GEO PIPELINE uses a value of f3 0 3 In case of collapse of the borehole a value of fs 0 6 is recommended The integral is along the borepath from the thruster zero to Ly the total length of the pipeline inside the borehole The value of q can be positive or negative depending on whether the pipeline touches the upper or lower borehole wall in fact in a 3D situation g is not a scalar but a vector as
288. ine the soil load for a pipeline in a trench Dimensions of the trench Soil type in which the trench is excavated Soil type with which the trench is back filled Unit weight of the soil material with which the trench is back filled The stiffness of the pipeline 8 of 362 Deltares General Information Figure 1 9 Pipeline installation in trench Features Graphical user interface for input of soil data Advanced input of the ground water pressure distribution Upheaval and Uplift check Graphical output of the calculated uplift safety factor Graphical output of the calculated upheaval safety 3 dimensional pipeline configuration Calculation of settlement of the soil layers below the pipeline Output of soil mechanical parameters for an extensive pipeline stress analysis oOo 090999 0 Initial soil load For advanced pipe stress analyses very often special programs need to be used These programs need an advanced set of soil mechanical parameters provided by D GEO PIPELINE The programs will generate a complete spring model around the pipeline for further analyses The soil mechanical parameters include the initial soil load In the period directly after the installation of the pipeline in the trench the compaction of the fill plays an important role in the soil pipe interaction The compaction of the fill leads to differential settlement of the fill above the pipe and adjacent to the pipe Deltares 9 of
289. ing in on the point geometry 2 on the right reveals that it is not connected to the boundary Therefore the geometry is considered invalid 136 of 362 Deltares 7 4 5 7 5 7 5 1 Graphical Geometry Input eed 1 2 Figure 7 12 Example of invalid point not connected to the left limit It is possible to correct this by dragging the point to the limit while the specific area is zoomed in or by selecting the point clicking the right hand mouse button choosing the Properties option in the pop up menu section 7 5 3 and making the X co ordinate of the point equal to the X co ordinate of the limit Add piezometric level lines It is possible to use the Add PL line s to add PL lines button When adding a PL line D GEO PIPELINE imposes the limitation that the subsequent points of the PL line have an in creasing X co ordinate Furthermore the first point of a PL line is to be set on the left boundary and the last point on the right boundary It is possible to change the position of the different points of a PL line by dragging the points as explained in section 7 5 4 or by editing the PL line This is done by selecting the PL line clicking the right hand mouse button and choosing the Properties option in the pop up menu section 7 5 3 Graphical manipulation Selection of elements After selecting a geometry element it is possible to manipulate it In order to be able select a geometry element the select
290. ing other software For instance SCIA pipeline can be used for such an analysis 90m 190m P 8m PL line2 5m entry X exit X Figure 11 1 Pipeline configuration for Tutorial 4 Deltares 183 of 362 D GEO PIPELINE User Manual Vertical displacement of soil below and around the pipeline that occurs after installation is an important factor in assessing the stresses in the pipeline Settlement may be entered manually if the vertical settlements results are available For more accurate results D GEO PIPELINE can use the D SETTLEMENT computer program formerly known as MSettle without additional input Settlement deals with soil compaction due to imposed loading In D GEO PIPELINE the loading consists of an extra layer as created in the geometry The calculation of the settlement is performed externally by D SETTLEMENT the settlement calculation program of the Deltares Systems tools Details on the calculation of settlement are beyond the scope of this manual a thorough description can be found in the user manual of D SETTLEMENT Deltares Table 11 1 Settlement parameters acc Koppejan of the soil layers Tutorial 4 Coarse sand Soft organic clay Over consolidation ratio 1 3 1 3 Primary compression coefficient below Pc 10 40 Primary compression coefficient above Pc 10 10 Secondary compression coefficient below Pc 10 160 Secondary compression coefficient above Pc 10 35
291. ion Verticals Click GeoObjects on the menu bar and select Calculation Verticals to define the L coordinate for each vertical D GEO PIPELINE will perform calculations along each of these verticals At least one vertical is necessary to perform any calculation The verticals must be placed within the left and right project limits For an accurate impression of the change in drilling fluid pressure along the pipeline it is advised to use at least 10 15 verticals It is possible to generate a number of verticals using the Auto generation of L co ordinates op tion and clicking the Generate button _Sereste D GEO PIPELINE will generate verticals between the First and Last co ordinates with a fixed width entered in the Interval field Deltares 59 of 362 D GEO PIPELINE User Manual r Automatic generation of L co ordinates L coordinate Additional Settlement First L m 10 00 mi mmi 1 30 00 00 LastL Im 420 00 3 5023 00 hewa m 500 4 60 44 0 0 5 70 59 0 0 Generate 6 80 74 0 0 7 90 88 0 0 8 101 03 0 0 g 111 18 0 0 10 121 32 0 0 11 131 47 0 0 12 141 62 0 0 13 151 76 0 0 i e Sl 161 91 0 0 15 172 06 0 0 16 182 21 0 0 17 192 35 0 0 18 202 50 0 0 19 212 65 0 0 20 222 79 0 0 21 232 94 0 0 22 243 09 0 0 jx 253 24 0 0 24 263 38 0 0 25 273 53 0 0 26 283 68 0 0 27 293 82 0 0 28 303 97 0 0 29 314 12 0 0 30 324 26 0 0 xl
292. ipe From left to right Calculation Verticals fam pa 0 10 0 10 1 000 1 000 010 From right to left Horizontal bendings Pipeline Configuration Y2 m Radius m Direction Figure 15 8 Pipeline Configuration window The locations in the longitudinal cross section at which a calculation should be carried out must be specified by the user The user is able to perform calculations at uniform distances along the longitudinal cross section but is also able to perform more calculations at short distances at areas of interest 31 32 33 34 220 of 362 Click GeoObjects and select Calculation Verticals on the menu bar to select the Calculation Verticals window for specification of the calculation locations along the longitudinal cross section This will result in the window shown in Figure 15 9 Choose the Automatic generation of L co ordinates option on the right side of the window and choose the following values lt 80 m gt for First lt 380 m gt for Last and lt 20 m gt for Interval Click on the Generate button and watch the result of automatic vertical generation on the left side of the Calculation Verticals window Click OK to confirm the selected verticals and switch to the input window to watch the location of the verticals in the longitudinal cross section Deltares Tutorial 8 Uplift and thrust forces for micro tunneling j Calculation erticals
293. irect compression index a J 1 000 02 Secular compression index b J 1 000 01 Coefficient of secular compression rate c 5 000E 03 Add ret al Pre overburden pressure POP kN n 10 00 Delete Rename Overconsolidation ratio OCR H 11 30 Cancel Help Figure 4 6 Materials window Parameters tab Settlement acc to Isotache Direct compression The direct compression index a relates natural strain during re index a compression or swell to the change of vertical effective stress Secular compression The secular compression index b relates natural strain during index b virgin loading to the change of vertical effective stress Coefficient of secular The coefficient of secular compression rate c relates natural compression rate c strain to the change of time A zero value indicates non creeping soil Pre overburden pressure POP The Pre Overburden Pressure POP is defined as the pre consolidation pressure minus the initial in situ vertical effective stress Overconsolidation ratio OCR The Over Consolidation Ratio OC R is defined as the ratio of pre consolidation pressure and initial in situ vertical effective stress Deltares 45 of 362 D GEO PIPELINE User Manual 4 2 4 Materials Database The Database tab in the Materials window is only available if a location of an MGeobase database was specified in the Locations tab of
294. is operation Figure 4 15 Confirm window for deleting used points When Yes is clicked all layer boundaries and or PL lines using the point will also be deleted Every change made using this window Figure 4 14 will only be displayed in the underlying View Input Geometry window after closing this window using the OK button When this button is clicked a validity check is performed on the geometry Any errors encountered during this check are displayed in a separate window These errors must be corrected before 52 of 362 Deltares 4 3 9 4 3 10 Input closing this window by clicking the OK button Of course it is always possible to close the window using the Cancel button but this will discard all changes Import PL line This option displays a standard file dialog in which an existing PL line created with the pro gram WATEX and stored in a PL line file mpl can be selected WATEX Deltares 2004 is a reliable prediction tool to assess the pore pressure behavior It consists of transient analytical solutions put together by the conditions of continuity of head and discharge The user specifies a number of locations where the pore pressure response is required When a PL line file is selected the Options for Import of Pl line window Figure 4 16 is displayed When clicking the OK button then the PL line is added to the current PL lines in the project Options for Import of Pl Line xi Geometry lef
295. is the temperature variation in c as defined in the Product Pipe Material Data window see section 4 6 2 1 Qg is the linear settlement coefficient in mm mm K as defined in the Engineering Data window see section 4 6 3 1 E is the Young s modulus of the pipe at long term for polyethylene in kN m The maximum axial stress is Jarmax Q X Op Opx 25 49 Tangential stresses The tangential stress indirectly transmitted as a result of the bending is Cor MAX orp Tart 25 50 with E Oogrb Ki X qr X x D atthe bottom of the pipe Ww A Oqi Ki X qr X A x Do at the top of the pipe w The tangential stress directly transmitted as a result of the bending is Ogn Max Tanta Ganit 25 51 with F Oanip Ko X nv X a x Do at the bottom of the pipe w T Oant At X qnr X T x Do at the top of the pipe w dnr fani X fonz x Gry F Qw Refer to section 25 5 4 for the definition of the symbols The maximum tangential stress is Otmax Spy a X Fy X Oq Fr X Oq 25 52 with 1 2px r3 xk Pd g y Eb x Iw 1 2p x r x k Pd g y Ep X Iw Fr 25 53 Eo Fr 25 54 1 where Fy is the direct re rounding factor Fi is the indirect re rounding factor 330 of 362 Deltares 25 6 25 6 1 25 6 1 1 Strength pipeline calculation is the moment of inertia of the wall in m Iw d 12 is the direct deflection factor depending on the bed
296. isplayed as solid blue lines Valid constructions elements are converted to geometry elements as soon as the geometry is re generated For more information on adding lines and poly lines see section 7 4 Assumptions and restrictions During geometrical modeling the program uses the following assumptions Boundary number 0 is reserved for the base A soil layer number is equal to the boundary number at the top of the layer The boundary with the highest number defines the soil top surface A material soil type must be defined for each layer except for layer 0 base Different layers can use the same material All the boundaries must start and end at the same horizontal co ordinates Boundaries should not intersect but they may coincide over a certain length All horizontal co ordinates on a boundary must be ascending that is the equation X i 1 gt Xfi must be valid for each following pair of X co ordinates vertical parts are allowed PL lines may intersect and may coincide with each other over a certain length PL lines and layer boundaries may intersect All PL lines must start and end at the same horizontal co ordinate All X co ordinates on a PL line must be strictly ascending that is the equation Xfi 1 gt X i must be valid for each following pair of X co ordinates no verti cal parts allowed gt o ooo ooo One way for inputting geometry data is through the Geometry menu as explained in th
297. kN m kN m kN m Radians Radians kN m kN m kN m kN m kN m kN m kN m kN m kN m Deltares General Information Se ane dh r dhn r v dp dp max Qy Sc Sq Sy W Zmax d Olub fluid Pb u Oo Oc On Oy Active earth pressure ratio Neutral earth pressure ratio ky 1 siny Load coefficient according to Brinch Hansen Load coefficient according to Brinch Hansen Length of foundation element Bearing capacity factor for the effect of the cohesion Bearing capacity factor for the effect of the soil cover Bearing capacity factor for the effect of the effective weight of the soil under the foundation surface Maximum passive vertical stress Ultimate vertical bearing capacity Horizontal bearing capacity Neutral horizontal stress of the soil Neutral reduced horizontal stress of the soil Initial vertical stress of the soil Neutral vertical stress of the soil Reduced neutral vertical stress of the soil Reduced neutral vertical stress increased with a possible traf fic load including safety factors dnrv fant X foan X dnr fov x W Passive vertical stress of the soil Maximum passive vertical stress Traffic load Shape factor due to cohesion Shape factor due to soil cover Shape factor due to effective weight of the soil under the foundation element Maximal axial friction along the pipeline Maximal displacement Relative displacement of the soil column Delta lubrification fl
298. l Mechanics and Foundation Division pages 71 95 Davis E H M J Gunn R J Mair and H N Seneviratne 1980 The stability of shallow tunnels and underground openings in cohesive material Geotechnique 30 pages 397 416 Deltares D Settlement User Manual Deltares Systems Deltares 2004 WATEX Manual Delft GeoSystems Jancesz S and W Steiner 1994 Face support for a large mix shield in heterogeneous ground conditions Proc conf Tunnelling London Meijers P and R A J de Kock 1995 A calculation method for earth pressure on directional drilled pipelines Pipeline technology conference Ostend NEN 2006 NEN 6740 2006 Geotechniek TGB 1990 Basiseisen en belastingen Geotech nics TGB 1990 Basic requirements and loads in Dutch NEN 2012a NEN 3650 1 2012 Eisen voor buisleidingsystemen Deel 1 Algemene eisen Requirements for pipeline systems Part 1 General requirements in Dutch NEN 2012b NEN 3650 2 2012 Eisen voor buisleidingsystemen Deel 2 Aanvullende eisen voor leidingen van staal Requirements for pipeline systems Part 2 Additional specifica tions for steel pipelines in Dutch NEN 2012c NEN 3650 3 2012 Eisen voor buisleidingsystemen Deel 3 Aanvullende eisen voor leidingen van kunststof Requirements for pipeline systems Part 3 Additional speci fications for plastic pipelines in Dutch NEN 2012d NEN 3651 2012 Aanvullende eisen voor buisleidingen in of nabij
299. l and the deflection of the pipeline are cal culated The calculated stresses are compared to the allowable short and long term stresses for a PE pipeline while for a steel pipeline a total stress is calculated and compared with the allowable stress With this option the strength calculation is per formed with the calculated reduced neutral soil load and bedding constant after the soil mechanical data has been calculated The results of the calculations are written to a report file see section 6 2 5 and section 6 2 6 For background information see chapter 25 Settlements The settlements of soil layers below the pipeline are calculated For Micro Tunneling model the subsidence are also calculated The results of the calculations are written to a report file see section 6 2 2 and section 6 2 3 For background information see section 23 10 and section 26 3 Deltares 91 of 362 5 2 5 3 5 3 1 D GEO PIPELINE User Manual Operation parameters o the uplift check and the hydraulic heave check for Trenching for background infor mation see chapter 27 O the uplift check the face support pressures and the thrust forces for Micro tunnel ing for background information see section 26 1 and section 26 2 The results of the calculations are written to a report file see section 6 2 7 and sec tion 6 2 8 Special Stress Analysis only for HDD On the menu bar click Special Stress Analysis in the Calculation menu to
300. l layers According to article C 4 8 3 of NEN 3650 1 NEN 2012a in compressible soil layers i e clay and peat the reduced neutral vertical stress qn is defined as _ h x F 2B ifz gt 8B Qn r m l dn if z lt 8B 23 4 with ite Bix 3H 2h xa 23 5 ies 5 2B4 a fluid Fre 2B1 x h x Y qnr 23 6 Bix x 4 i K x tang xh 23 7 x ex oe K x tang p B where B is the half width of the covered ground column in m B 0 5D Dy x tan 45 2 gt R Po is the average friction angle over the height of the borehole in degree h is the soil cover above the borehole in m see Figure 23 4 c p are the average soil parameters between the surface and the pipe center F is the permanent friction due to arching effect in kN m Deltares 295 of 362 D GEO PIPELINE User Manual Pinas is the maximal adhesion in kN m Qn r1 is the reduced neutral vertical stress on the pipe in kN m A is the thickness of the compressible layers in m see Figure 23 4 q is a dimensionless factor ln h hret with hret 1 m Compressible Incompressible Figure 23 4 Definitions of H h and hp 23 3 2 Reduced neutral vertical stress in non compressible soil layers According to articles C 4 8 3 and C 4 8 4 of NEN 3650 1 NEN 2012a in incompressible soil layers i e sand situated below compressible soil layers the reduced neutral vertical stress Qn is defined as if
301. l material factor of the pipe used for the calculation of the stresses caused by test pressure Ym test The default value is 1 Modulus of elasticity of the pipe Ep in N mm For steel the default value is 205800 N mm It is used to determine the stresses in the pipeline in a strength calculation Outer diameter product Outer diameter of the product pipe Do in mm pipe Do Wall thickness Wall thickness of the pipe dn in mm Unit weight pipe material Unit weight of the pipe material Yp used to determine the pulling force in the pipeline For steel the default value is 78 5 kN m Design pressure Design pressure pg in Bar used to determine the stresses caused by internal pressure in LC 2 section 25 5 3 and in LC 4 section 25 5 5 68 of 362 Deltares Input Test pressure Test pressure p in Bar used to determine the stresses caused by test pressure in LC 2 section 25 5 3 and in LC 4 section 25 5 5 Temperature variation Temperature variation At in C used to determine the stresses caused by temperature variation in LC 4 sec tion 25 5 5 When clicking the Database button _Datebose the Steel pipes library window appears Fig ure 4 34 in which the material quality i e nominal pipe size the outer diameter the wall thickness and the yield strength of different steel pipes can be imported D Steel pipes library xi Nominal pipesize Outer diameter W
302. l with a dummy soil layer on both sides Note that the Startup with option is ignored when D GEO PIPELINE is started by double clicking on an input file The toggle buttons determine how input data is saved prior to calcu lation 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 GEO PIPELINE 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 3 2 3 Program Options Locations Working directory Use MGeobase database Settlement program 34 of 362 D Program Options x View General Locations Language Modules JV Save last used current directory as working directory E Working directory J7 Use MGeobase database MGeobase database Settlement program C Program Files Deltares DS ettlement D Settlement E Cancel Help Figure 3 5 Program Options window Locations tab D GEO PIPELINE 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 Enable this check box to specify the location of the MGeoBase gt database with material data geometric data etc Use of this option also requires once off local installation of Interbase cli
303. lated for the current soil conditions The maximum allowable face support pressure should not be exceeded in order to prevent a frac out The minimum required face support pressure should not fall below the critical value in order to prevent surface subsidence The neutral pressure is the pressure which yields minimal soil deformations during drilling Vertical nr Face Support Pressure Thrust Forces Pmax Pmin Pneutral Lubricated Normal kNim _ kN m kN m kN kN 1 19 68 35 435 530 2 19 68 35 1001 1284 3 19 68 35 1566 2038 4 19 68 35 2132 2792 5 19 68 35 2697 3546 6 19 68 35 3263 4300 7 19 68 35 3828 5054 8 19 68 35 4394 5808 9 19 68 35 4959 6562 10 19 68 35 5525 7316 11 19 68 35 6090 8069 12 19 68 35 6656 8823 13 19 68 35 7221 9577 14 19 68 35 7787 10331 Figure 6 29 Report window Operation Parameters section for Micro tunneling The following is an explanation of the column headings Vertical nr Number of the calculation vertical Pmax kN m Pmax is the maximum allowable face support pressure which should not be exceeded in order to prevent the following possi ble failure mechanisms Soil failure due to pushing a soil wedge in upward direction A blow out to the surface due to hydraulic fracturing Horizontal hydraulic fracturing at the transition of soil layers Refer to Equation 26 7 in section 26 1 3 Pmin kN m Pmin is the minimum face support pressure require
304. lation erticals Figure 14 15 Calculation Verticals window 14 8 Engineering Data 46 Select Engineering Data from the Pipe menu bar to open the Engineering Data window 47 Enter the values as given in Figure 14 16 Engineering Data C Figure 14 16 Engineering Data window The maximum allowable thrust force is usually specified by the manufacturer of the pipe The volume loss determines the subsidence at the surface 212 of 362 Deltares Tutorial 7 Face support pressure for micro tunneling 14 9 Results Operation Parameter Plots The micro tunneling machine changes the stress conditions in the soil The deviations from the original stress conditions Figure 14 17 are largely determined by the size of the overcut and the applied shield Small deviations from the original conditions are acceptable as the stability of soil adjacent to the micro tunneling machine is maintained A relative low face support pressure may lead to collapse of the soil in front of the shield which in turn may lead to subsidence of the surface or to settlement of soil layers below a construction or pipeline A relatively high face support pressure can lead to a blow out of drilling fluid or may lead to heave of the surface Figure 14 17 Schematization of stress condition for micro tunneling While drilling the shield pressures have to be kept between certain limits To prevent
305. latively high face support pressure can lead to a blow out of drilling fluid or may lead to heave of the surface Figure 1 7 Face support pressures While drilling the shield pressures have to be kept between certain limits To prevent the possibility of collapse in of the soil in front of the micro tunneling shield causing subsidence the soil at the front is kept stable by maintaining a minimal face pressure Depending on the soil type the minimal face support pressure can be calculated using Jancsecz and Steiner theory Jancesz and Steiner 1994 or Broms and Bennermark theory Broms and Benner mark 1967 A maximum support pressure should not be exceeded to prevent uplift of the soil above the micro tunneling machine or a blow out of drilling fluid towards the surface The support pressure the target pressure during drilling should be in between the two limits At the target pressure the face support pressure is in equilibrium with the current horizontal soil pressure Thrust force The micro tunneling machine is at the front of the advancing pipe sections As the length of the advancing micro tunnel increases the friction forces along the micro tunneling machine and the pipe segments increases Lubrication fluid may be applied to reduce the friction D GEO PIPELINE compares the predicted thrust force with the maximum allowable thrust force of the pipeline Deltares 7 of 362 1 4 2 D GEO PIPELINE User Manual Surface subsi
306. layer properties The properties of the soil layers in the layered soil sequence should now be specified 12 Click Soil and select Materials on the menu bar to enter the soil data Deltares 175 of 362 D GEO PIPELINE User Manual 13 Add a new material by choosing the Add button Add below the materials list on the left side of the window Enter the soil material lt Coarse Sand gt 14 Enter the soil data as given in Table 10 1 15 Add a new material by choosing the Add button L d below the materials list on the left side of the window Enter the soil material lt Soft Organic Clay gt 16 Enter the soil data given in Table 10 1 17 Finish the input of soil data by clicking OK Material name Total Unit Weight Above phreatic level kN m3 13 00 Below phreatic level kN m 13 00 Cohesion kN m 12 00 Phi deg 18 00 Cu top kN m 10 00 i Cu bottom kN m 20 00 Coase sand Emod top kN m2 500 00 Emod bottom kN m 1000 00 Adhesion kN m fo oo Add insert a Friction angle Delta deg fo oo Delete Rename Poisson ratio Nu fy 0 45 Cancel Help Figure 10 4 Materials window 10 4 Finishing the geometry of the longitudinal cross section The defined soil properties and the groundwater levels have to be assigned to the drawn ge ometry of the longitudinal cross section The assignments can be carried out in the Geometry menu 18 Click Geometry and select Phreatic Line on the menu bar to
307. layers on top of layer number lt 1 gt Figure 15 7 This choice results in drained behavior of layer number 1 26 Choose the boundary between the Compressible and uncompressible layers on top of layer number lt 1 gt This choice results in full development of arching in layer number 1 while in layer number 2 arching is not fully developed 27 Click OK to close this window Boundaries Selection xj Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers fi Cancel Help Figure 15 7 Boundaries Selection window 15 5 Pipeline Configuration The tunneling length will be increased by changing the entry and exit locations 28 Click Pipe and select Pipeline Configuration from the menu bar to open the Pipeline Con figuration window 29 Change the X coordinates of the left and right points to respectively lt 90 gt and lt 390 gt as shown in Figure 15 8 30 Click OK Deltares 219 of 362 15 6 D GEO PIPELINE User Manual X Y coordinates Left point X coordinate m Left point Y coordinate m Left point Z coordinate m Right point X coordinate m Right point Y coordinate m Right point Z coordinate m Angles entry exit Angle left deg Angle right deg Bending radius Bending radius left m Bending radius right m Bending radius pipe on roller Im Pipe between radii Lowest level of pipe m Angle of pipe deg Thrusting direction product p
308. le is shown subsequently 4 2 Uplift Check Due to buoyancy of the pipeline below the groundwater table the uplift should be checked In the subsequent calculation the safety factor for uplift is calculated based on an empty pipe 4 2 1 Uplift Factors Vertical nr Safety factor calculated Safety factor required on jw jmo D 5 f o j bm bed Joo o o Figure 15 13 Report window Uplift Factors section Deltares 223 of 362 D GEO PIPELINE User Manual 224 of 362 Deltares 16 16 1 Tutorial 9 Settlement and soil mechanical parameters for micro tunneling This tutorial provides some detail on settlement and calculation of soil mechanical parameters in D GEO PIPELINE For a pipe stress analysis the knowledge of the soil pipeline interaction is required The soil pipeline interaction is described by the soil mechanical parameters The vertical displacement very often settlement of the layers below and around the pipeline is one of the soil mechanical parameters The objectives of the exercise are To calculate the soil mechanical parameters To calculate the settlements due to construction of an embankment The following modules are needed D GEO PIPELINE Standard module HDD Micro Tunneling module License for D SETTLEMENT formerly known as MSettle This tutorial is presented in the file Tutorial 9 dri Introduction
309. le of intemal friction Phi CEN H fi 10 Piggabiity Steel r fo E modulus CEN H hs Allowable deflection of pipe PE 4 jeo Puling force CEN H i40 Piggabiity PE r 500 Modulus of subgrade reaction CEN EJ Unit weight water kN m foo Soil load Qn CEN H pio Safety factor cover drained layer H foso Pressure borehole CEN fio Safety factor cover undrained layer foso Bending radius CEN fy 110 Cancel Help Figure 4 50 Factors window HDD for steel pipe according to the European standard CEN For the definition of the parameters refer to the window for the Dutch standard NEN see Figure 4 48 only the default values are different Click the button to reset all values to the default values prescribed in the European standard CEN If the input values in the Factors window differ from the default values pre scribed by CEN the value appears in red color 4 7 1 2 Factors for Micro tunneling If the Micro tunneling option in the Model window section 4 1 1 is selected the Factors window of Figure 4 51 is displayed in which the safety factors for soil parameters can be specified factos O U Partial safety factors Cu cohesion H fao Angle of intemal friction Dao Horizontal effective stress H fso Safety factor water pressure fo Safety factor uplift fo Miscellaneous Contingency factor soil cover J pio Overburden factor silo effect H jo Stability ratio N u Bo Unit weight water k
310. le pipeline is For steel pipe Prax tep Ax E ox y 4 2 25 R v4 a 25 15 Deltares 323 of 362 D GEO PIPELINE User Manual For polyethylene pipe Praxrep A X Reb short X Op 25 16 where A is the cross section of the pipe in mm A m x r r Reb is the allowable strength for steel in N mm as defined in the Product Pipe Material Data window see section 4 6 2 1 Reb short iS the allowable strength at short term for PE in N mm as defined in the Product Pipe Material Data window see section 4 6 2 1 a is the tensile factor as defined in the Product Pipe Material Data window see section 4 6 2 1 Ot is the negative wall thickness tolerance in as defined in the Product Pipe Material Data window see section 4 6 2 1 Oar is the maximum tangential stress in LC 1B in N mm see Equation 25 31 Ob is the axial stress in LC 1B in N mm see Equation 25 27 25 4 Pulling force for a bundled pipeline Important parameters for the pullback operation are the total weight of the filled not filled pipelines with respect to drilling fluid which determines the soil reaction force on the bore hole wall in straight sections of the drilling line and the total stiffness of the bundled pipeline which determines the soil reaction force in curved sections of the drilling line The pulling force is calculated for an equivalent pipeline with the parameters of the bundle Eleq gt
311. led to a greater store of knowledge about soil behavior the stresses in the pipes and the fluid pressures in the borehole The D GEO PIPELINE computer program was developed on the basis of this knowledge MDrill version 1 0 was first released in 1995 Some new features such as the option for performing a strength calculation were added in 1998 MDrill version 4 0 includes an adapted calculation of maximum allowable drilling fluid pres sures and an adjusted strength calculation according to the NEN 3650 series MDrill version 5 1 includes an adapted calculation of maximum allowable drilling fluid pres sures and an adjusted strength calculation according to the new NEN 3650 series Horizontal curves can be taken into account The settlement calculation using the Koppejan or the Iso tache models is also added Bundled pipeline are now supported A library with standard pipes for steel and polyethylene is available The mud pressure charts have been improved Exporting soil parameters in versatile format csv is possible D GEO PIPELINE version 6 1 2010 includes two new techniques for pipeline installation the Micro tunneling module section 1 2 2 and the Construction in trench module section 1 2 3 New tutorials 7 to 12 have been added to explain the use of both techniques Small bugs have been solved pulling forces for bundled pipes horizontal projected length needed for vertical testing and mud pressure plots default values for m
312. lement and soil mechanical parameters for micro tunneling 16 4 Soil layer properties The settlement properties of the soil layers in the layered soil sequence should now be speci fied The properties of the soil mass should be entered too 18 Click Soil and select Materials on the menu bar to open the Materials window 19 Select the soil name Undetermined in the left column of the Materials window and rename it with lt Coarse Sand gt Enter the properties given in Figure 16 5 x Material name Total Unit Weight Above phreatic level kN m3 hzo ooo Below phreatic level kN m joo Cohesion kN m 0 00 Phi deg 200 Cu top kN m 0 00 Cu bottom kN m 0 00 Emod top kN m fi5000 00 0 Emod bottom kNm 15000 00 Adhesion kN m 0 00 Friction angle Delta deg joao Poisson ratio Nu H joa ooo Settlement Koppejan Overconsolidation Ratio OCR 4 1 00 Primary compression coefficient Below preconsolidation pressure Cp 1 00E 03 Above preconsolidation pressure Cp J 1 00E 09 Secondary compression coefficient Below preconsolidation pressure Cs 1 00E 09 Add_ _inset EJ Above preconsolidation pressure Cs 1 00E 03 Delete Rename Cancel Help Figure 16 5 Materials window 20 Select the soil name Silty Sand and enter the Settlement Koppejan data given in Ta ble 16 1 21 Select the soil name Peat and enter the Settlement Koppejan data given in Table 16 1 22 Fi
313. licking the right hand mouse button after selecting the poly line and then choosing the Properties option in the pop up menu The underlying grid helps the user to add and edit poly lines Use the Properties option in the Project menu to adjust the grid distance and force the use of the grid by activating Snap to grid When this option is activated each point is automatically positioned at the nearest grid point The specified line pieces must form a continuous line along the full horizontal width of the model This does not mean that each line piece has to be connected exactly to its predecessor and or its successor Intersecting line pieces are also allowed as shown in the examples of Figure 7 11 Deltares 135 of 362 7 4 4 D GEO PIPELINE User Manual Oe of a oii Figure 7 11 Examples of configurations of poly lines Configuration 1 is allowed The different lines are connected and run from boundary to boundary Configuration 2 is also allowed The different are connected They are defined as being connected because they intersect The line construction runs from boundary to boundary Configuration 3 is illegal as there is no connection with the left boundary Add point s to boundary PL line Use this button to add extra points to lines lines polylines boundary lines PL lines By adding a point to a line the existing line is split into two new lines This provides
314. lity while the sand layer is assumed incompressible and exhibits a high permeability The new soil layers should be specified in the geometry window 10 In the View Input window switch to the Geometry tab to edit the existing soil layer se quence 11 Click the Add single line icon from the Edit sub window to draw an additional top line of a soil and position the straight line at Z 5 m 12 Click the Automatic regeneration of geometry on off Hl icon from the Tools sub window so that the geometry as shown in Figure 18 3 appears If the Automatic regeneration of geometry icon is already selected click on the Edit icon to regenerate the geometry 13 Click the Add pl line s icon from the Edit sub window and position the level of the artesian groundwater at coordinate Z 8 m The blue dashed line which appears in the longitudinal cross section represents the second groundwater line PL line 2 This second groundwater line will be used in section 18 5 3 to specify the water pressure distribution in the sand aquifer D View Input Uinput Top View Current object None Figure 18 3 View Input window Geometry tab 18 4 Soil layer properties The properties of the soil layers in the layered soil sequence should now be specified 14 Click Soil and select Materials on the menu bar to enter the soil data 15 Add a new material by choosing the Add button L d below the materials list on the left side
315. load Qn g fso Modulus of subgrade reaction J fico Temperature H fio Soil load Gn H fia Traffic load gf einormo H f Miscellaneous Pressure borehole H jio Factor of importance S Di jo Bending radius H fi 10 Allowable deflection of pipe Steel 4 fis Piggability Steel g fo Allowable deflection of pipe PE x feo Piggability PE i fo Unit weight water kN m foo Safety factor cover Drained layer fl joer Safety factor cover Undrained layer H foso Cancel Help Figure 4 53 Factors window Direct Pipe Thrust force Contingency factor on the calculated thrust force fithrust The default is 1 5 Refer to the table below Figure 4 48 HHD Steel for the definition of the other parameters 4 7 2 Special Stress Analysis If the Horizontal directional drilling option in the Model window section 4 1 1 is selected the Special Stress Analysis window of Figure 4 54 is displayed when selecting Special Stress Analysis from the Defaults menu In this window it is possible to choose between three types of stress analysis a standard a per vertical or a special analysis as explained below Special Stress Analysis E x Stress analysis options Standard Per vertical Stress calculation data Soil load neutral or reduced neutral Qn raised by a traffic load if any kN m2 18 00 kNm 17000 m 400 00 Modulus of subgrade reaction Radius x _ cw __ Figure 4 54 Special Stress Analy
316. lots by clicking on one of the two tabs the face support pressure Figure 6 37 the thrust forces Figure 6 38 Figure 6 37 Operation Parameter Plots window Face support pressure tab Deltares 123 of 362 D GEO PIPELINE User Manual Thrust force Thrust force no safety factor Figure 6 38 Operation Parameter Plots window Thrust forces tab 6 5 Stresses in Geometry In the Results menu choose the Stresses in Geometry option to display the vertical stress per vertical drawn in the geometry The blue part represents the water pressure and the dark green part represents the additional effective stress Use the Pan and Zoom A 5 E buttons to select the part to be viewed in detail ee 3 La Figure 6 39 Stresses in Geometry window 124 of 362 Deltares View Results 6 6 Subsidence Profiles Only available if the Micro tunneling model in the Model window section 4 1 is selected In the Results menu choose the Subsidence Profiles option to display the calculation results for the subsidence trough as apparent at surface Subsidence is related to the volume loss due to the tunnel excavation e g the excess soil removed by the Micro Tunneling Boring Machine MTBM The subsidence mechanism is described in detail in section 26 3 I Fix avis Subsidence g 8 e 5 o D a 5 a 0 00 Lateral distance from vertical m
317. lt 2 eee piai ee eS 73 4 6 3 1 Engineering Data for HDD 74 4 6 3 2 Engineering Data for Microtunneling 76 4 6 3 3 Engineering Data for Construction in trench 77 4 6 3 4 Engineering Data for Direct Pipe 77 46A Drilling Fluid Data o e ci oad eRe a ee a a ee 79 Defaults men lt s saca ma ok So AE a a ek ee es 80 FADN PATET E EE E ee Dew ee Pa ewe 4 80 4 7 1 1 Factors tor HDD 2 we ee ma uaea d bh we 80 Deltares Contents 4 7 1 2 Factors for Micro tunneling 86 4 7 1 3 Factors for Constructionintrench 87 4 7 1 4 Factors for Direct Pipe 88 4 7 2 Special Stress Analysis oa aaa a 88 5 Calculations 91 Sol Stan Cabua om lt s5 eda ea Ae oi dodu he oda i 91 5 2 Special Stress Analysis only for HDD aaao a a 92 5 3 Warning and Error messages aooaa oaa ee eee ee eee 92 5 3 1 Warning messages aoaaa a 92 5 3 2 Error messages 0 000 e p aa 93 6 View Results 95 6 1 Reportselection ssa cascnn fm cea 95 6 2 Report M O o o 95 6 2 1 Report Drilling Fluid Pressure oaoa aa aa a a 96 6 2 1 1 Report Drilling FluidData 97 6 2 1 2 Report Equilibrium between Drilling Fluid Pressure and Pore Pressure WF 008 2 eee ee 98 6 2 2 Report Settlements of soil layers below the pipeline 99 6 2 3 Report Subsidence
318. m 8 00 lt Previous I Cancel Help Figure 4 10 New Wizard window Top Layer Specification 48 of 362 Deltares Input The Top Layer Specification window Figure 4 10 enables to specify the sizes of the selected top layer shape New Wizard Material Types SE xl Set material types Set all layers to material type Layer Nr Material T ayer Nr aterial Type Soft Clay 1 Dense Sand d 2 Soft Clay i Apply 3 Loose Sand bd 4 Peat Me Show properties of material type 5 Dense Sand Soft Clay hd lt Previous Next gt Cancel Help Figure 4 11 New Wizard window Material Types In the Material Types window Figure 4 11 the materials used for the layers in the project can be specified The number of layers was defined in the first screen Basic Layout The materials that can be chosen from are predefined see Table 4 10 Table 4 10 Unsaturated and saturated weight of the predefined materials Material type Unsaturated weight Saturated weight kN m kN m Soft Clay 14 14 Medium Clay 17 17 Stiff Clay 19 19 Loose Sand 17 19 Dense Sand 19 21 Loose Aggregate 17 19 Dense Aggregate 19 21 Peat 12 12 The materials for each layer can be selected individually using the selection boxes at the left hand side of the screen or one material for each layer at once can be selected using the selection box at the top right of the screen The parameters o
319. m dv Vertical displacement mm 1 Vertical modulus of subgrade reaction downward first branch kN m 2 Vertical modulus of subgrade reaction downward second branch KN m Pyie Vertical bearing capaci KN m kh Horizontal modulus of subgrade reaction kN m Ph e Horizontal bearing capaci kN m tmax Maximal friction along pipe kN m dmax Displacement at maximal friction mm Vertical nr Pvp Pyin Phin Pyia ky top1 ky top2 kNirn kNfn kN rn kN rn kN m kN m 1 1 1 0 1 1 6 2 g 5 4 6 37 85 3 99 31 13 gg 158781 2 31E 05 4 95 23 12 95 129743 1 72E 05 5 23 13 13 16 76 170 6 10 8 6 a 12 57 Vertical nr 39240 31186 Figure 6 8 Report window Soil Mechanical Parameters section for Construction in trench The following is an explanation of the column headings Vertical nr Number of the calculation vertical Pv p kN m Passive soil load see Equation 23 2 in section 23 2 Pv n kN m Neutral vertical soil load see Equation 23 1 in section 23 1 Ph n kN m Neutral horizontal soil load see Equation 23 13 in sec tion 23 5 2 Pv a kN m Initial soil load also called actual soil load see Equation 23 9 in section 23 4 Deltares 103 of 362 D GEO PIPELINE User Manual kv top1 kv top2 dv kv1 kv2 Pv e kh Ph e tmax dmax mat kN m kN m mm
320. m 7 5 00 Friction Factor of friction pipe roller f 1 H foto Friction pipe mud f 2 N mm 0 000050 Factor of friction pipe soil f 3 H 020 Cancel Help Figure 4 41 Engineering Data window HDD Standard Advanced Select Advanced to display and modify some of the Miscel laneous parameters Relative displacement Compression in dex Modulus of subgrade reaction of drilling fluid Phi drilling fluid Cohesion drilling fluid f Standard is selected then D GEO PIPELINE will use the default values for the five mentioned parameters Pipe filled with water on Mark this check box if the pipe is filled with water on rollers rollers Pipe always filled Mark this check box if the pipe is filled with water in all stages implosion If the pipe is completely filled the filling fluid gives an internal fluid pressure called filling resistance pj see Equation 25 68 in section 25 8 1 Part of pipe filled with Part of the cross section of the pipe filled with fluid Py in fluid during pull back Uplift forces resulting from buoyancy of the product pipe can be reduced by filling a part of the cross section with water This will reduce the pulling force Unit weight fluid Unit weight of the fluid filling Yin 74 of 362 Deltares Input Bedding angle Load angle Relative displacement Compression index Linear settlement coeff alpha_g for steel Linear settlement coeff alpha_g for PE Modulus of subgrade reacti
321. mal axial friction along the pipeline is deter mined using Table 23 19 Deltares 309 of 362 D GEO PIPELINE User Manual Table 23 19 Friction displacement Soil type p c Friction displacement kN m mm Dense sand yp gt 32 5 c lt 0 5 1 3 Medium dense sand 30 lt lt 32 5 c lt 0 5 3 5 Stiff clay p gt 30 c gt 0 5 2 4 Loose sand 25 lt y lt 30 c lt i 5 8 Stiff sandy clay 25 lt Y lt 30 c gt 1 4 6 Clayey sand 22 5 lt y lt 25 c lt 5 5 8 Stiff sandy clay yp 22 5 c gt 5 2 4 Stiff clay gt 17 c gt 10 2 4 Medium stiff clay 20 lt lt 22 5 4 6 Medium stiff clay 17 lt y lt 20 c gt 5 4 6 Soft clay 17 lt y lt 20 c lt 5 6 10 Peat organic clay p lt 17 10 15 23 13 Global determination of the soil type The global soil type in which the pipeline is installed is used for the determination of safety factors which are required for a pipe stress analysis The classification of global soil types given in Table 23 20 is applied in D GEO PIPELINE Table 23 20 Classification of the soil type Global soil type p c kN m Sand yp gt 32 5 c lt 0 5 Sand 30 lt lt 32 5 c lt 0 5 Clay p gt 30 c gt 0 5 Sand 25 lt p lt 30 c lt i Clay 25 lt y lt 30 c gt 1 Sand 22 5 lt y lt 25 c lt 5 Clay yp gt 22 5 c gt 5 Clay p gt 17 c gt 10 Clay 20 lt y lt 22 5 Clay 17 lt lt 20 c gt 5
322. metry is entered properly the message Geometry has been tested and is OK appears 23 Click OK to close this window 15 4 Soil behavior Strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure Depending on the permeability of the soil layer the soil will behave drained or undrained The Silty Sand layer is well permeable so that the behavior 218 of 362 Deltares Tutorial 8 Uplift and thrust forces for micro tunneling of the silty sand layer is drained The strength of this soil layer can be calculated using the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior in the impermeable Peat layer the strength of the soil can be calculated using the undrained strength parameter undrained cohesion cy The soil load on the pipeline after finishing the installation is dependent on the soil pipeline in teraction which is in turn largely dependent on the soil behavior As described in section 10 2 arching develops completely in incompressible soil layers while in compressible layers the reduced soil load on the pipeline is higher due to compression of the soil next to the pipeline 24 Click GeoObjects and select Boundaries Selection on the menu bar to open the Bound aries Selection window for specification of the soil behavior 25 Choose the boundary between the Drained and undrained
323. minute 300 0 Annular back flow rate pre reaming Liter minute 600 0 Annular back flow rate ream and pull back Liter minute 400 0 Circulation loss factor pilotboring H Circulation loss factor pre reaming H Circulation loss factor ream and pull back H Properties of drilling fluid Pe Unit weight 7 kN m Yieldpoint t kN m 0 014 Plastic viscosity u kN s m 0 000040 Cancel __ Hep Figure 8 19 Drilling Fluid Data window 8 9 Factors D GEO PIPELINE performs the calculations of the maximum allowable drilling fluid pressures according the Dutch regulations described in the NEN 3650 and 3651 The safety philosophy described in the NEN 3650 1 Annex B and D NEN 2012a is applied on the calculations 54 Click Defaults on the menu bar and select Factors to open the Factors window in which the default values of the contingency and safety factors are shown and can be modified Since the window shown in Figure 8 20 shows all factors according to the Dutch regulations adapting the values is not necessary 55 Click OK to confirm Deltares 155 of 362 D GEO PIPELINE User Manual Contingency factors Total unit weight NEN H Cu cohesion NEN H Angle of internal friction Phi NEN H E modulus NEN H Pulling force NEN H Modulus of subgrade reaction NEN Soil load Qn NEN i Pressure borehole NEN H Bending radius NEN H Bending moment Steel Bending moment PE H Reset 1 4
324. n Maximum allowable drilling fluid pressure in undrained layers In undrained layers the maximum allowable drilling fluid pressure Dmax und S Cus Ro 1 1 a j Gi Pmax und on Cut u lt 0 9 Plim und 24 22 with 1 Cus Pimsund Cus h In 4 u 24 23 f 1 T 24 24 Y where Plim und S the limit drilling fluid pressure in kN m Cut is the average factorized undrained cohesion in KN m Cup Cul foi Te is the partial safety factor on the cohesion The default value is set to 1 4 Cy is the average undrained cohesion in kN m Oo is the initial effective stress in KN m Oy is the vertical effective stress at the pipe center in KN m fy Partial safety factor on the unit weight Gi is the average factorized shear modulus in KN m G Foie fe is the partial safety factor on Young modulus Ry is the radius of the hole in m Rpmax is the maximum allowable radius of the plastic zone in m Rp max 0 5 H The default ratio between Rp max and the soil cover H default 0 5 can be defined by the user in the Factors window section 4 7 1 1 under the field Safety factor cover Undrained layer A is the vertical distance between the ground level and the pipe center in m is the pore pressure at pipe center in KN m see Equation 29 4 gQ Note Parameters C and G are determined using the distance depth average between the ground level and the pipe centre For example the
325. n m 0 6 x am for trenching hior T Do Ka X o X tan dub tuid Gub tuid for micro tunneling where W is the maximal friction in KN m Qt Qb Gm are the adhesion s of the soil at the top respectively bottom and middle of the pipe in kKN m 308 of 362 Deltares Calculation of soil mechanical data Ot Ops m Qlub fluid Olub fluid are the delta friction angles of the soil at the top respectively bottom and middle of the pipe in radians For sand can be approximated by 2 3 y while in clay and peat the value of the friction angle can be neglected 0 is the adhesion of the lubrification fluid in kN m as defined in the Engineer ing Data window section 4 6 3 2 is the delta lubrification fluid in radians as defined in the Engineering Data window section 4 6 3 2 is the neutral earth pressure ratio K 1 sin y cos p 1 siny is the friction angle of the soil at the middle of the pipe in radians is the effective vertical stress at the middle of the pipe in kN m is the active earth pressure ratio Ka 23 12 Displacement at maximal friction 23 12 1 23 12 2 Pipelines installed using the HDD technique The displacement necessary to develop the maximal axial friction along the pipeline is esti mated between 6 and 9 mm D GEO PIPELINE uses an average value of 7 5 mm Pipelines installed in a trench or using micro tunneling The displacement necessary to develop the maxi
326. n 24 28 in section 24 2 2 for drained layers and to Equation 24 22 in section 24 2 1 for undrained layers For drained layers the determination of the maximum allowable radius of the plastic zone Ro max is related to the deformation of the bore hole Re Q Maximum allowable drilling fluid pressure plastic zone related to soil cover Refer to Equation 24 28 in section 24 2 2 for drained layers and to Equation 24 22 in section 24 2 1 for undrained layers For drained layers the determination of the maximum allowable radius of the plastic zone is related to the soil cover Ro max 0 5 H Minimum drilling fluid pressure assuming that the pilot is drilled from the left side to the right side Refer to section 24 1 for background information Minimum drilling fluid pressure assuming that the pilot is drilled from the right side to the left side Refer to section 24 1 for background information Rpmax x 2Eg max To select the stage click on one of the three tabs of the Drilling Fluid Pressures Plots window Figure 6 31 Pilot Prereaming or Reaming and pullback operation D Drilling Fluid Pressures 15 x Pilot Prereaming Reaming and pullback operation Edit 4 Drilling Fluid Pressures during Pilot te 00 0 4 ONS P Drilling fluid pressure kPa L coordinate m Maximum allowable driling fluid pressure plastio zone related to deformation bore hole Maximum
327. n can be put in 37 Enter the values given in Figure 8 1 of the introduction 38 Select a Pulling direction product pipe lt From left to right gt as indicated in Figure 8 14 150 of 362 Deltares Tutorial 1 Calculation and assessment of the drilling fluid pressure XY coordinates Horizontal bendings Left point X coordinate Im foo Left point Y coordinate m foo Esam Left point Z coordinate m 5000 Right point X coordinate m foo Right point Y coordinate m feo Right point Z coordinate m po Angles entry exit Angle left deg 50 Angle right deo 50 Bending radius Bending radius left mj 400 000 Bending radius right mj ooo Bending radius pipe on rollers m pooo Pipe between radii Lowest level of pipe m fso Angle of pipe Ideg foo Pulling direction product pipe From left to right From right to left Figure 8 14 Pipeline Configuration window 39 Confirm by clicking OK 40 Watch the entered pipeline configuration on the Input tab of the View Input window Fig ure 8 15 D View Input Figure 8 15 View Input window Input tab 8 5 Soil behavior When the borehole is created the drilling fluid will exert pressure on the borehole wall and the soil next to the borehole When the pressure rises above a certain value plastic deformation of the soil will occur initially adjacent to the borehole When the pressure is increased furthe
328. n is the horizontal effective pressure at the shield center in kKN m Ohn 04 x 1 sin yp co is the vertical effective stress at the shield center in kN m see Equation 29 5 Yb is the average angle of internal friction of the soil over the height of the shield Minimal support pressure Under normal circumstances a relative low support pressure is usually sufficient for stable conditions of the soil adjacent to the micro tunneling machine The minimal required support pressure is often a little higher than the water pressure The relative low required minimal support pressure is determined by the type of soil in front of the tunneling machine Minimal support pressure in undrained conditions In case of micro tunneling in an undrained soil type according to Broms amp Bennermark 1967 Broms and Bennermark 1967 the minimal support pressure Omin una is determined by the undrained strength of the soil 8 Ominund Seaver X o fux u N x an 26 2 c where Su is the average undrained shear strength between the surface and the top of the shield of the micro tunneling machine in kN m de is the safety factor on cohesion as defined in the Factors window see section 4 7 1 2 default is 1 4 feover iS the contingency factor on soil cover as defined in the Factors window see sec tion 4 7 1 2 default is 1 1 tu is the safety factor on water pressure as defined in the Factors window see sec tion 4 7 1 2 defa
329. n the drilling head and the exit point of the drilling fluid Maximum drilling fluid pressure for drained conditions Maximum drilling fluid pressure for undrained conditions Static pressure of the drilling fluid column Excess pressure necessary to maintain the annular flow of drilling fluid with cuttings in the borehole Calculated flow rate Annular back flow rate Requested flow rate necessary to initiate flow of drilling fluid mm Radians Radians Deltares General Information Rp Rp max u E g max Yat Hat Taf Radius of the borehole Maximum allowable radius of the plastic zone Pore pressure Maximum deformation of the borehole Unit weight of the drilling fluid Plastic viscosity of the drilling fluid Yield point of the drilling fluid Partial safety factors burst silo u Fupiitt fon N S Oo O4 Yimp long Yimp short Ym Ym test Safety factor on hydraulic heave Overburden factor on silo effect Safety factor on water pressure u Safety factor on uplift Safety factor on the horizontal effective stress Stability ratio for the calculation of the minimal support pressure Factor of importance Maximum allowable deflection of the pipe Maximum allowable deflection of the pipe for piggability Safety factor on implosion at long term Safety factor on implosion at short term Partial material factor only for steel Partial material factor test pressure only for steel Contingency facto
330. n trench sotachen Cancel Help Figure 4 1 Model window Model Select the technique for pipeline installation Horizontal directional drilling see section 1 3 Micro tunneling see section 1 4 1 Construction in trench see section 1 4 2 Direct pipe see section 1 4 3 If Horizontal directional drilling is selected the safety factors according to either the Dutch Standard NEN or to the European Standard CEN can be applied For more information refer to section 4 7 1 1 Ends at surface Enable this check box if the pipeline ends at surface In this case D GEO PIPELINE will automatically calculate the vertical co ordinate Z of the exit point of the pipeline see section 4 6 1 Deltares 39 of 362 D GEO PIPELINE User Manual Settlement Enable the check box Use settlement to calculate the vertical displace ment of the soil below the pipeline due to installation D GEO PIPELINE will use the D SETTLEMENT Computer program The required settlement model Koppejan or Isotache must be selected For background infor mation see section 23 10 2 and section 23 10 1 respectively for Koppe jan and Isotache models Note The check box Use settlement is available only when the pro gram D SETTLEMENT formerly known as MSettle is installed and when the location of the executable DSettlement exe is specified in the Lo cations tab of the Program Options window section 3 2 3 Note The pipeline settlement c
331. n which program errors can be registered Refer to section 1 9 for a detailed description of this window About D GEO PIPELINE Use the About option from the Help menu to display the About D GEO PIPELINE window which provides software information for example the version of the software 36 of 362 Deltares General Deltares D Geo Pipeline Design of pipeline installation Version 6 3 Build 1 4 e mail support deltaressystems nl License Unknown Tel 31 883357909 Copyright Deltares 1998 2013 Deltares Enabling Delte Lite SJE Figure 3 9 About D GEO PIPELINE window 37 of 362 D GEO PIPELINE User Manual 38 of 362 Deltares 4 Input Before the design calculations can be started data for the project needs to be input The examples presented in the Tutorial section chapter 8 can be a convenient starting point 4 1 Project menu On the menu bar section 2 2 1 click Project to display the following menu options section 4 1 1 Model to select the required analysis model section 4 1 2 Properties to enter a project identification and change the default settings for viewing data section 4 1 3 View Input File to inspect the D GEO PIPELINE ASCII input file 4 1 1 Model On the menu bar click Project and then choose Model to open the Model window Model j Horizontal directional drilling IV Ends at surface Dutch Standard NEN gt Micro tunneling C Construction i
332. n window 8 Click Pipe and select Pipeline Configuration on the menu bar to open the Pipeline Config uration window 192 of 362 Deltares Tutorial 5 Drilling with a horizontal bending radius Pipeline Configuration E lx Y coordinates y Horizontal bendings Left point X coordinate Im soo ik T nae ml foo X1 m Y1 m x2 m Y2 m Radius m Direction 20 000 4 000 120 000 4 000 1500 000 Left Left point Z coordinate m Boo Right point X coordinate m fiso co0 Right point Y coordinate m fo coo Right point Z coordinate m poo Angles entry exit Angie Ief ea i50 Angle right lde h50 Bending radius Bending radius left Im 400 000 Bending radius right m aooo Bending radius pipe on rollers m aooo Pipe between radii Lowest level of pipe Im i500 Angle of pipe deg 0 00 Pulling direction product pipe From left to right From right to left Figure 12 2 Pipeline Configuration window 9 Enter the values given in Figure 12 1 10 Click OK to confirm 11 Look at the entered horizontal bending on the Top View tab of the View Input window Figure 12 3 12 Look at the longitudinal cross section on the Input tab of the View Input window and notice the elongation of the longitudinal cross section Therefore it is recommended to check in case of projects with changing 3D pipeline configurations if the soil layer sequence in the longitudinal cross s
333. ndaries Materials Boundaries Points 0 Point 1 number 2 3 4 5 7 8 Add Insert Delete 10 000 2 000 202 027 2 7 209 620 3 110 223 600 3 960 233 630 4 170 250 553 3 228 420 000 3 500 Cancel Help Figure 4 19 Layers window Boundaries tab On the left hand side of the window it is possible to add insert delete or select a boundary In the table on the right it is possible to modify or add the points that identify the selected boundary Note Itis only possible to select points that are not attached to PL lines section 4 3 10 Note Itis only possible to manipulate the Point number column because the coordinate columns are purely for informative purposes To manipulate the coordinates of the points choose the Points option in the Geometry menu see section 4 3 8 Note When inserting or adding a boundary all points of the previous boundary if this exists are automatically copied By default the material of a new layer is set equal to the material of the existing layer just beneath it The Materials tab enables to assign materials to the layers Deltares 55 of 362 4 4 3 13 D GEO PIPELINE User Manual Boundaries Materials Available materials Layers i o Number Material name Sand moderate Sand moderate Peat Clay moderate Sand moderate Clay compact Peat Sand compact Sand Sand moderate __ Clay mod
334. nding radius In case the horizontal bending radius coincides with part of a vertical bending radius a com bined 3 dimensional bending radius is formed For the design of the horizontal directional drilling line the pull back force and the strength calculation it is necessary to determine the value of the 3 dimensional bending radius This value can be determined as follows R x R2 Reombi R 22 5 where Reombi is the combined bending radius in m Ra is the horizontal bending radius in m Ry is the vertical bending radius in m Design of a pipeline crossing using the micro tunneling technique The micro tunneling technique is often used for installation of pipelines and small tunnels in densely populated areas Micro tunneling usually starts horizontal at a certain level below the surface in a so called launch shaft The pipe segments included in the micro tunneling machine are placed behind the tunneling machine and pushed in the direction of the reception shaft by means of a jacking frame Figure 22 1 The so called thrust force which has to be provided by the jacking frame is an important parameter in the design of tunnels and pipelines installed by means of micro tunneling Of course the jacking frame must be able to produce this force Launch Shaft Reception Shaft ho E D a E Jacking Station Figure 22 1 Launch and reception shafts of the micro tunneling machine Design of a pipeline using a trench Very oft
335. ne the soil type of the layer Limits A limit is a vertical boundary defining the end at either the left or right side of the geometry It is defined by an X co ordinate only Note that this is the only type of element that cannot be deleted Adding moving and deleting the above mentioned elements are subject to the conditions for a valid geometry see section 7 2 For example while dragging selected geometry elements the program can perform constant checks on the geometry validity section 7 4 4 Invalid parts will be shown as construction elements thick blue lines Deltares 127 of 362 7 2 7 3 D GEO PIPELINE User Manual Construction elements Besides the D Series geometry elements section 7 1 1 special construction elements can also be used for sketching the geometry graphically These elements are not a direct part of the geometry and the restrictions on editing adding moving and deleting these elements are therefore far less rigid The only restriction that remains is that these elements cannot be moved and or defined beyond the limits of the geometry Lines A line Construction consists of a starting point and end point both de fined by a left hand mouse click in the graphic input screen Poly lines A poly line Construction consists of a series of connected lines all de fined by a left hand mouse click in the graphic input screen Construction elements will be d
336. ng fluid in m depending on the direction of the drilling If the drilling is from left to right then the exit point of the drilling fluid is the left point Zexit Zaett If the drilling is from right to left then the exit point of the drilling fluid is the right point Zexit Zright Refer to section 4 6 1 1 for the definitions of Ziet and Zright Z is the vertical co ordinate at pipe center in m 24 1 2 Excess pressure to maintain flow of drilling fluid ps To initiate the flow of drilling fluid a specific shear resistance in the fluid must be overcome The drilling fluid flows through an annulus The required excess fluid pressure depends on the width of the annulus difference between borehole and drill pipe or product pipe radius the flow properties of the drilling fluid and the required flow rate The required excess pressure necessary to maintain the annular flow of drilling fluid with cuttings in the borehole po is obtained by multiplying the pressure per unit length with the length of the borehole in which the drilling fluid is flowing Do ap xL 24 3 dz where dp dz is the flow resistance per unit length of borehole in kN m L is the distance in the borehole between the boring front and the exit point of the drilling fluid in m Flow resistance dp dz The minimum required pressure dp dz is the optimal value for which the calculated flow rate Q is equal to the requested flow rate Qreq necessary to initiate flo
337. nish the input of soil data by clicking OK 16 5 Finishing the geometry of the longitudinal cross section The defined soil properties have to be assigned to the drawn geometry of the longitudinal cross section groundwater levels are assigned already The assignments can be carried out by clicking geometry and choosing the subsequent described options on the menu bar 23 Click Geometry and select Layers on the menu bar to open the Layers window to assign the soil properties to the soil layers in the longitudinal cross section 24 Click on the tab Materials 25 Assign the soil properties given in Figure 16 6 26 Click OK to confirm the assignments Deltares 229 of 362 D GEO PIPELINE User Manual x Boundaries Materials Available materials Soft Clay 3 Medium Clay Peat Stiff Clay Silty Sand Peat Loose Sand Dense Sand Sand Gravel Loam Muck _ Silty Sand Figure 16 6 Layers window Materials tab 16 6 Calculated soil mechanical parameters in export file The calculation of the settlement of the soil layers below the pipeline is performed exter nally by D SETTLEMENT formerly known as MSettle the settlement calculation program of the Deltares Systems tools Therefore the directory where the program is installed must be given 27 Click Tools on the menu bar and select Program Options to open the Program Options window Then select the Locations tab Figure 16 7 28 If needed
338. nsional bending radius can be calculated as follows R2 x R2 Reombi R 17 4 where Rombi is the combined bending radius in m Ra is the horizontal bending radius in m Ry is the vertical bending radius in m As has to be mentioned that the current version of D GEO PIPELINE does not take the soil reaction forces into account in the curve Therefore the effect on the friction caused by soil reaction effects in curves is not considered in D GEO PIPELINE This tutorial is based on continuation of the file used in Tutorial 9 chapter 16 1 Click File and select Open on the menu bar to open the Open window 2 Select lt Tutorial 9 gt and click the Open button to open de file 3 Click File and select Save As on the menu bar to open the Save As window and rename the file into lt Tutorial 10 gt 4 Click the Save button to save the file for Tutorial 10 5 On the menu bar click Project and then choose Properties to open the Project Properties window Deltares 237 of 362 17 2 D GEO PIPELINE User Manual 6 Fillin lt Tutorial 10 for D GEO PIPELINE gt and lt Subsidence after micro tunneling gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK 9 Click OK Pipeline Configuration In the Model window from the Project menu unselect the option Use settlement The horizontal and vertical curves must be specified in the pipeline configuration window 10 Click Pipe and s
339. nterpolated D GEO PIPELINE uses the following formulas to calculate qy as a function of the depth Z derived from Figure 23 12 For Graph I o o o o For 200 mm qy 53 988 x Z71058 For 600 mm qy 51 403 x Z71016 For 1000 mm qy 46 522 x Z709 For 1600 mm qy 39 448 x Z70804 For Graph Il Deltares oO o o o For 200 mm qy 31 716 x Z 14 For 600 mm qy 29 501 x Z 4 For 1000 mm qy 26 776 x Z71324 For 1600 mm qy 21 963 x Z71172 311 of 362 D GEO PIPELINE User Manual 312 of 362 Deltares 24 Drilling fluid pressures calculation 24 1 24 1 1 This section includes background information on the calculation of the following drilling fluid pressures Minimum required drilling fluid pressure section 24 1 Maximum allowable drilling fluid pressure section 24 2 Minimum required drilling fluid pressure Drilling fluid consists of a mixture of water and bentonite or may have another composition polymers This mixture has some special properties The flow behavior of the fluid is an important characteristic for the development of drilling fluid pressure during the different drilling stages Various types of drilling fluids exist Generally the flow behavior of drilling fluid can be described with the Bingham model The Bingham model describes the fluid by means of a viscosity term and a threshold term from which flow is initialized The threshold is called the yield
340. nts If the geometry complies with all the requirements a message will confirm this Information xi i The geometry has been tested and is ok Figure 4 23 Information window to confirm a valid geometry If any errors are encountered during this check they are displayed in a separate window 4 4 GeoObjects menu 58 of 362 Deltares 4 4 1 4 4 2 Input Boundaries Selection Click GeoObjects on the menu bar and select Boundaries Selection to define the boundaries between compressible top layers and under laying non compressible layers and the boundary between drained i e cohesive top layers and under laying non cohesive i e undrained layers Figure 4 24 This is done by choosing the layer number of the underlying layer Boundaries Selection xi Boundaries Boundaries Selection xi Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers fi Compressible and uncompressible layers fi Cancel Help E Cancel Help Figure 4 24 Boundaries Selection window for a HDD Micro tunneling and b for Trenching Top of layer Boundary impermeable permeable layers 1 a b The boundary between compressible and non compressible layers is drawn as a blue bold line and the boundary between drained and undrained layers i e impermeable and perme able layers is drawn as a black bold line in the Input tab of the View Input window see section 2 2 3 Calculat
341. oa oa a a a 175 10 4 Finishing the geometry of the longitudinal cross section oaoa 176 10 5 Soil behavior gt sa es soe norenarsrer ia rekes Erru EKE 178 10 6 Calculated reduced soil load for pipe stress analysis 179 10 7 Calculated drilling fluid pressures oaoa a a 180 10 8 Drilling fluid pressure and groundwater pressure ooo aa 181 vi Deltares Contents 10 9 CONCINGIGR ck ee gE Be ee a d ee eae d Aa ede PP as 11 Tutorial 4 Exporting soil mechanical data for an extended stress analysis TRI Mz 11 3 11 4 TLS 11 6 TUF Introduction to the case ooo a Settlement model a oa aa a Re ewe ee ae ee Geometry of the longitudinal cross section Soil layer properties o oao o a a a a Finishing the geometry of the longitudinal cross section Calculated soil mechanical parameters in exportfile CONCUSSION cs ee a ee a ee a ew Aoa 12 Tutorial 5 Drilling with a horizontal bending radius 12 1 12 2 12 3 12 4 Introduction to the case 1 ee JO oe ee Pipeline Configuration 0 a a ee Calculation of the pulling force and pipe stress analysis Conclusion 0 2 02022 F Vm 13 Tutorial 6 Installation of bundled pipelines 13 1 13 2 13 3 13 4 13 5 13 6 Introduction tothe case 2 a a Product Pipe Material Data 0 002 eee Drilling FluidData O 4 Engineering D
342. oad KN rn Reduced neutral soil load KN m Vertical modulus of subgrade reaction bilinear upward kN m Vertical modulus of subgrade reaction upward KN rm Vertical displacement mm Vertical modulus of subgrade reaction downward kN rm Vertical bearing capacity kN m Horizontal modulus of subgrade reaction kN m Horizontal bearing capacity kN m Maximal friction along pipe kN m Displacement at maximal friction mm Phin kN m 1 24 19 14 19 253 2 3 4 5 188 6 1610 346 148 148 10516 7 284 155 115 155 184 8 204 83 62 83 233 vertical nr dy ky Pyie kh Phe tmax dmax mat mm kN m kN m kN m kN mn kN mn mm ie 190 442 133 184 12 55 1 2365 19 1655 3 12 40 1 2 3 4 5 6 7 8 Maximum soil load Pyin max 442 kN m Maximum reduced soil load Pyrin max 156 KN m Maximum vertical modulus of subgrade reaction without safety factor 2 kv max 13024 kN m Maximum vertical modulus of subgrade reaction with safety factor 2 ky max 20468 kN m Figure 6 7 Report window Soil Mechanical Parameters section for Micro tunneling The following is an explanation of the column headings Vertical nr Number of the calculation vertical Pv p kN m Passive soil load see Equation 23 2 in section 23 2 Pv n kN m Neutral vertical soil load see Equation 23 1 in se
343. odel window section 4 1 1 is selected the Pipeline Configuration window shown in Figure 4 29 is displayed Deltares 63 of 362 D GEO PIPELINE User Manual Pipeline Configuration x XY coordinates Horizontal bendings Left point coordinate m 0 000 X1 m Y1 m X2 m Y2 m Radius m Direction Left point Y coordinate m 0 000 de 74 670 0 000 162 040 7 690 500 000 Right Left point Z coordinate m 0 040 m 271 550 27 130 358 920 34 820 500 000 Left Ed Right point X coordinate m 406 610 Right point Y coordinate m 32 800 Right point Z coordinate m 0 160 Angles entry exit Angle left deg 15 00 Angle right deg 12 00 Bending radius Bending radius left m 500 000 Bending radius right m 500 000 Bending radius Pipe between radii ooo Lowest level of pipe m 26 000 0 Angle of pipe deg 00 Thrusting direction product pipe Erom left to right From right to left Figure 4 29 Pipeline Configuration window for Micro tunneling Thrusting direction The thrusting force can be calculated for a pulling direction From left product pipe to right i e the left point is the entry point and From right to left i e the right point is the entry point Refer to the table above for the definition of the other parameters Note To model a horizontal micro tunneling enter an Angle left and an Angle right of 0 4 6 1 3 Pipeline Configuration fo
344. of the borehole According to article E 1 2 3 of NEN 3650 1 NEN 2012a the pulling force in the straight part of the borehole due to friction between pipe and drilling fluid is To finstar X Lo X m Do X f2 Qet X fa 25 8 where finsta is the total factor for stochastic variation and model uncertainty called Load factor installation in the Factors window section 4 7 1 1 The default value is set to 1 1 Lo is the length of the pipeline in the straight part of the borehole in mm fo is the friction between the pipeline and the drilling fluid in N mm defined in the Engineering Data window see section 4 6 3 1 The default value is set to 0 00005 N mm Qet is the effective weight of the pipeline in N mm see Equation 25 5 fs is the factor of friction between the pipeline and the borehole wall defined in the Engineering Data window see section 4 6 3 1 The default value is set to 0 2 Curved part of the borehole According to article E 1 2 4 1 of NEN 3650 1 NEN 2012a the pulling force in the curved part of the borehole due to friction between pipe and drilling fluid 73 is Toa finstan X Lp X m Do X fo Qet X fs 25 9 where Lp is the length of the pipeline in the curved part of the borehole in mm For the definition of the other symbols refer to section 25 5 2 322 of 362 Deltares 25 2 4 25 2 5 25 3 Strength pipeline calculation Friction due to soil reaction in the curved part Acco
345. ombination 1B Report window Stress analysis for load combination 2 Report window Stress analysis for load combination 3 Report window Stress analysis for load combination 4 Report window Check on calculated stresses section steel pipe Report window Check on calculated stresses section PE pipe Report window Check on deflection section 05050084 Report window Check for implosion section 4 4 Report window Stress analysis for load combinationiA Report window Stress analysis for load combinationiB Report window Stress analysis for load combination2 Report window Stress analysis for load combination3 Report window Stress analysis for load combination4 Report window Uplift Check section 2 aoaaa Report window Hydraulic Heave Check section 4 Report window Operation Parameters section for Micro tunneling Report window Face support data section for Direct Pipe Drilling Fluid Pressures Plots window 1 0 ee eee ee es Operation Parameter Plots window Face support pressurestab Operation Parameter Plots window Thrust pressures tab Operation Parameter Plots window Safety uplifttab Operation Parameter Plots window Safety uplifttab Operation Parameter Plots window Safety hydraulic heave tab
346. ombination 4 pipeline in operation with internal pressure ooa 329 25 6 Check of calculated stresses 1 2 0 0 0 a 331 25 6 1 Check of calculated stresses according to the Dutch standard NEN 331 25 6 1 1 Check of calculated stresses acc to the Dutch standard NEN Steel pipe 2 2 22208 4 331 25 6 1 2 Check of calculated stresses acc to the Dutch standard NEN Polyethylene pipe 333 25 7 Deflection of the pipe 0 00 eee ee 333 25 8 Implosion of the polyethylene pipe 2 2 2004 333 25 8 1 Check on implosion during the pull back operation 334 25 8 2 Check on implosion when the pipe isin operation 334 26 Micro tunneling 335 26 1 Support pressures and thrust forces 202002004 335 26 1 1 Target support pressure 000 0005 G 335 26 1 2 Minimal supportpressure 2 00000 335 26 1 3 Maximal support pressure 02 00000 339 26 1 4 Thrustforce 2 2 2 0 0 2 ee 339 x Deltares Contents 20 2 Upit Saleya ca k a wR ee PA RE YE PA ed 340 26 9 Subsidence lt s saand we ee a ee da a a 340 27 Trenching 343 27 1 Upit Salely eco ca tacea ae ee a we ee we E 343 27 2 Bursting of the trench bottom heaving a ee eee 344 28 Direct Pipe 347 28 1 Friction force mechanisms and their interaction 347 28 1 1 Friction of the pipeline behind the thruster on the rollers 3
347. ometry tab legend displayed as Layer Numbers In the Geometry tab of the View Input window it is possible to change the type of legend When a soil type box in the legend is right clicked the menu from Figure 7 3 is displayed v Layer Numbers Material Numbers Material Names Figure 7 3 Legend Context menu With this menu there are three ways to display the legend of the layers As Layer Numbers the legend displays one box for each layer Each layer and there fore each box is displayed in a different standard color Next to each box the layer number and the material name are displayed corresponding to the color and number of the layer in the adjacent Geometry window see Figure 7 2 As Material Numbers the legend displays one box for each material Each material and therefore each box is displayed in a different color which can be changed by the user see below Next to each box the material number and name are displayed corresponding to the color and number of the material in the adjacent Geometry window see Figure 7 4 132 of 362 Deltares Graphical Geometry Input As Material Names the legend displays one box for each material Each material and therefore each box is displayed in a different color which can be changed by the user see below Next to each box only the material name is displayed corresponding to the color and name of the material in the adjacent Geometry window see Figure 7 5
348. on to delete a selected element This button is only available when an element is selected When a point is selected and deleted it and all lines connected to it are deleted as shown in Figure 7 15 After Figure 7 15 Example of deletion of a point Before When a geometry point a point used in a boundary or PL line is selected and deleted the program deletes the point and its connected boundary lines as shown in Figure 7 16 It then inserts a new boundary that reconnects the remaining boundary lines to a new boundary After Figure 7 16 Example of deletion of a geometry point Before Deletion of a geometry element boundary boundary line geometry point PL line can result in automatic regeneration of a new valid geometry if the Automatic regeneration option is switched on When a line is selected and then deleted the line and its connecting points are deleted as shown in Figure 7 17 In addition the layer just beneath that boundary is deleted All other line parts that are not part of other boundaries will be converted to construction lines 138 of 362 Deltares Graphical Geometry Input Before Figure 7 17 Example of deletion of a line 7 5 3 Using the right hand mouse button When using the mouse to make geometrical manipulations the right mouse button enables full functionality in a pop up menu while the left button implies the default c
349. on of drilling fluid Kv Phi drilling fluid Cohesion drilling fluid Factor of friction pipe roller f1 Friction pipe drilling fluid f2 Factor of friction pipe soil f3 The bedding angle see Figure 4 42 The default value is 120 The load angle a see Figure 4 42 The default value is 180 Relative displacement between soil columns necessary for full development of friction g The default value is 10 mm Average compression index of the layers in which the pipe is installed C The default value for a very compressible soil se quence is 6 Linear settlement coefficient a for steel average over the tem perature variation At The default value for steel is 0 0000117 mm mm K Linear settlement coefficient a for PE average over the tem perature variation At The default value for PE is 0 00018 mm mm K The modulus of subgrade reaction also called bedding constant of the drilling fluid after stiffening v at The default value is 500 kN m Angle of internal friction of the stiffened drilling fluid Yat The default value is 15 Cohesion of the stiffened drilling fluid Ca The default value is 5 kN m Factor of friction between the product pipe and the rollers on the pipe roller f During the pullback operation this part of the pulling force will decrease The default value is 0 1 Friction between the drilling fluid and the pipeline f2 The de fault value is 0 00005 N mm Fact
350. ontingency factor on soil stress qn as defined in the Factors window see section 4 7 1 1 The default value is set to 1 1 Kp is the moment coefficient for directly transmitted stress at the bottom of the pipeline depending on the bedding angle 8 as shown in Table 25 12 K is the moment coefficient for directly transmitted stress at the top of the pipeline depending on the bedding angle 8 as shown in Table 25 12 qnrv is the maximum reduced vertical stress qn increased with a possible traffic load qy including safety factors in KN m qn r is the neutral reduced soil stress in KN m see section 23 3 QW is the traffic load in kN m see section 23 14 For the definition of the other symbols refer to section 25 5 2 25 5 5 Strength calculation for Load Combination 4 pipeline in operation with internal pressure Axial stresses The axial bending stress op is Mp _ fk X Ey X Ip Wp Rmin X Wo Tp 25 43 The ring stresses around the pipeline caused by design internal pressure and opy and test internal pressure Opt are D d Opy Jou X Pa X 25 44 py fodicomb Pa 2x d D d Opt xX pi X for steel 25 45 pt for Pt 2y d 2 2 To r Opt fot X De X 3 for polyethylene 25 46 Ona i The axial internal stress 0p is The axial internal stress due to temperature variation Otemp is according to article D 2 2 of NEN 3650 1 where Deltares 329 of 362 D GEO PIPELINE User Manual At
351. oo 100 0 200 0 300 0 L coordinate m Maximum face support pressure Seesaw ee Neutral pressure Minimal face support pressure Figure 6 32 Operation Parameter Plots window Face support pressures tab Maximum face support The maximum allowable face support pressure which should not pressure be exceeded in order to prevent the following possible failure mechanisms Soil failure due to pushing a soil wedge in upward direction A blow out to the surface due to hydraulic fracturing Horizontal hydraulic fracturing at the transition of soil lay ers For background information refer to section 26 1 3 Neutral pressure The neutral pressure is the pressure with the lowest soil defor mation i e the total neutral horizontal soil pressure For back ground information refer to section 26 1 1 120 of 362 Deltares View Results Minimum face support The minimum face support pressure is the pressure required for pressure stable conditions of the soil adjacent to the micro tunneling ma chine For background information refer to section 26 1 2 Thrust force L coordinate m Figure 6 33 Operation Parameter Plots window Thrust pressures tab Thrust force lubricated The thrust force lubricated is the force required to install a micro tunnel in between the launch pit and the reception pit in case of injection of lubricant For background information refer to sec
352. or of friction between the product pipe and the soil f3 The friction between pipe and soil is influenced by buoyancy of the pipeline in the drilling fluid The default value is 0 2 on 3 iil Figure 4 42 Definition of the bedding angle 8 and the load angle a Deltares 75 of 362 D GEO PIPELINE User Manual 4 6 3 2 Engineering Data for Micro tunneling If the Micro tunneling option in the Model window section 4 1 1 is selected the Engineering Data window shown in Figure 4 43 is displayed See chapter 26 for background information Engineering Data xj Miscellaneous C Standard Advanced Allowable thrust force kN fisoo oo Volume loss as percentage of overcut area 4 po Relative displacement mm foo Compression index ia jeo Modulus of subgrade reaction of lubrication fluid kKN m 5o00 Phi lubrication fluid deg fso Adhesion lubrication fluid kN m2 50 Factor phi for reduced soil load J 0 50 Delta lubrication fluid deg 7 50 Friction Friction with injection of lubricant kPa 7 50 Friction without injection of lubricant kPa foo Cancel Help Figure 4 43 Engineering Data window Micro tunneling Standard Advanced Select Advanced to display and modify some of the Miscella neous parameters Relative displacement Compression index Modulus of subgrade reaction of the stiffened drilling fluid Phi drilling fluid Cohesion drilling fluid If Standard is selected then D GEO
353. ora iost a ma a a e re a 5 1 3 2 Pipeline materials a anaa aua a Mee a aa 6 Ue e E E ee 6 1 3 4 Resulis M 225 6 1 4 Features in additional modules ooa aa a a 6 1 4 1 Micro Tunneling module 2 5 20 6 1 4 2 Trenching module M W 8 1 4 3 Direct Pipe module 2 2 2 2004 10 15 History 22 cab e ke ee ene n Moo oa es 10 1 6 Minimum System Requirements 0 2 0000s 12 1 7 Definitions and Symbols gy 2 4 12 1 8 Getting Help Qa a 18 1 9 Getting Support aa a s ama e Oa eee eee 18 1 10 Deltares Cira OH 2 ee eee 20 1 11 Deltares Systems aR Smee a 20 1 12 On line software Citrix SBM E W 20 2 Getting Started 21 2 1 Starting D GEO PIBEININESMA WA ouaaa ee 21 2 2 Mainwindow 7 Ha MD 2 2 2 ee ee eee 21 2 2 1 Themepi bar MP C e 22 2 2 2 Theicomibar Y W aLaaa aaa ee 22 2 2 3 View Inpa ccoa uaaa a 23 224 Intober Wa ccc a ee aa hh di ae Nad 26 2 2 5 diiempaneh Wa aoaaa e a 26 2 2 08 Status bara YU aaa a 26 E AEE E tee we Se A E we ae et 27 24 Wie Tricks W ee oe oe ee ee wee ee ak 27 2 4 1 Keyboardshortcuts 0 0000020 eee eee 27 2 4 2 Exportingfiguresandreports 04 28 2 4 3 Copying part of a table 200 28 3 General 29 al FIMEN soe a ae Ae a a
354. ormation of cracks around the borehole often exists This risk is related to the strength of the soil layers around the borehole The strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure on the bore hole wall Depending on the permeability of the soil layer the soil will behave drained or undrained The coarser granular soils are usually well permeable so that the excess water pressure due to the drilling fluid pressures will dissipate easily The strength of the soil which exhibits this drained behavior can be calculated using the drained effective strength 174 of 362 Deltares Tutorial 3 Influence of soil behavior on drilling fluid pressures and soil load on the pipe parameters In case of undrained behavior which usually occurs in very fine grained cohesive soils the strength of the soil should be calculated using the undrained strength parameters 1 Click File and select Open on the menu bar to open the Open window 2 Select Tutorial 2c and click the Open button to open the file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 3 gt 4 Click the Save button to save the file for Tutorial 3 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 3 for D GEO PIPELINE gt and lt Influence of soil behavior gt for Title
355. ort pressure It should be noticed that the arching can only occur if a relative small soil deformation settlement of the soil column above the active soil wedge is allowed Deltares 337 of 362 D GEO PIPELINE User Manual Figure 26 3 Active soil wedge with soil column Broere 1994 For a layered soil the following equation can be used to calculate the effect of two dimensional arching according to Terzaghi Terzaghi 1943 on the active wedge A 1 X Y Cd O D 1 O o 1 o 1 exp x Co x Ko x tan x 26 6 K a p Ae va 3 o 26 6 with O E 2 1 tan Z A D x tan z b where A is the area of the soil column in m Ca is the cohesion of the slip surface of the active wedge i e average between the drained undrained border and the top of the shield of the micro tunneling machine in kN m C is the distance between the ground level and the top of the shield of the micro tunneling machine in m Ko _ is the coefficient of neutral earth pressure Ko 1 sin ya O is the circumference of the soil column in m Ya is the average angle of internal friction between the drained undrained border and the top of the shield of the micro tunneling machine in degrees y is the average effective unit weight between the ground level and the top of the shield of the micro tunneling machine in kN m H is the average effective unit weight between the top and the center of the sh
356. ot applied 4 1 Soil Mechanical Parameters Pipe 1 The list with data and issues is shown hereafter Pvp Pyn Ph n Py rn dv ky Pye kh Ph e tmax dmax kv top1 kv top2 Passive sail load Neutral soil load Neutral horizontal soil load Reduced neutral soil load Vertical modulus of subgrade reaction bilinear upward Vertical modulus of subgrade reaction upward Vertical displacement Vertical modulus of subgrade reaction downward Vertical bearing capacity Horizontal modulus of subgrade reaction Horizontal bearing capacity Maximal friction pipe drilling fluid Displacement at maximal friction kN m kN m kN m kN m kN m kN m kN m kN m kN m kN m kN m mm kN m kN m kN m kN m kN m mm 10 20 12208 3332 8546 794 40 13024 4449 9117 1020 Figure 6 6 Report window Soil Mechanical Parameters section for HDD 80 9074 21154 6352 2006 7949 16672 5564 1610 6 1233 Maximum soil load Maximum reduced soil load Maximum vertical modulus of subgrade reaction without safety factor Maximum vertical modulus of subgrade reaction with safety factor Pvn max 442 kN m The following is an explanation of the column headings Pvn max 155 kN m ky max 13024 kN m kv max 20468 kN m Vertical nr Number of the calculation vertical Pv p kN m Passive soil load See Equation 23 2 in section 23 2
357. ottom of the View Input 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 El 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 2 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 View Input window section 2 2 3 26 of 362 Deltares Getting Started 2 3 Files dri drd drs drd geo set err gef Input file ASCII Contains the D GEO PIPELINE specific input After interactive generation this file can be used in subsequent D GEO PIPELINE analyses Dump file ASCII Contains calculation results used for graphical output Setting file ASCII Working file with settings data This file does not 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 Dump file ASCII Contains calculation results used for graphical and report output Input file ASCII Contains the geometry data that can be shared with other D Series programs Working file ASCII Contains program settings data If there are any errors in the input they are described
358. out additional input Settlement deals with soil compaction due to imposed loading In D GEO PIPELINE the loading consists of an extra layer as created in the geometry The calculation of the settlement is performed externally by D SETTLEMENT the settlement calculation program of the Deltares Systems tools Details on the calculation of settlement are beyond the scope of this manual a thorough description can be found in the user manual of D SETTLEMENT Deltares Table 16 1 Settlement parameters acc Koppejan of the soil layers Tutorial 9 Coarse Sand Silty Sand Peat Over consolidation ratio OC R 1 1 3 1 3 Primary compression coeff below Pc Cp 10 107 40 Primary compression coeff above Pc C 10 10 10 Secondary compression coeff below Pc Cs 10 109 160 Secondary compression coeff above Pc C 10 10 35 This tutorial is based on the geometry made in Tutorial 8 _ Click File and select Open on the menu bar to open the Open window Select Tutorial 8 and click the Open button to open de file 3 Click File and select Save as on the menu bar to open the Save As window and rename the file into lt Tutorial 9 gt Click the Save button to save the file for Tutorial 9 5 On the menu bar click Project and then choose Properties to open the Project Properties window 6 Fill in lt Tutorial 9 for D GEO PIPELINE gt and lt Micro tunneling settlement and soil mech
359. ow ooa a PONS WINdOW a a A a ed a ae a a ae a Confirm window for deleting used points 4 Options for Import of PL line window 1 ee PL LNESWOGOW s lt oe ea ae ede ee Be oe a ee a Phreatic Line window 6 6 ee ee Layers window Boundaries tab oaoa oaa Layers window Materials tab o oaoa a xiii D GEO PIPELINE User Manual xiv 4 21 4 22 4 23 4 24 4 25 4 26 4 27 4 28 4 29 4 30 4 31 4 32 4 33 4 34 4 35 4 36 4 37 4 38 4 39 4 40 4 41 4 42 4 43 4 44 4 45 4 46 4 47 4 48 4 49 4 50 4 51 4 52 4 53 4 54 5 1 52 6 1 6 2 6 3 6 4 6 5 6 6 6 7 6 8 6 10 6 11 6 12 6 13 PL line per Layer window aaa aa eee ee 57 PL lines and vertical pressure distribution a aoa oaoa a a 58 Information window to confirm a valid geometry o oo a aa 58 Boundaries Selection window for a HDD Micro tunneling and b for Trenching 59 Calculation Verticals window oaoa aaa a 60 Traffic Loads window ee he aa 61 Pipeline Configuration window for HDD aaa aaa aa 62 Schematization of the pipeline HDD 63 Pipeline Configuration window for Micro tunneling 64 Pipeline Configuration window Construction in trench 65 Bore path definition for Direct Pipe method 66 Pipeline Configuration window Direct Pipe 66 Product Pipe Material Data window Steel 4
360. ow section 4 6 3 1 The default value is 15 Pipelines installed in a trench or using micro tunneling The neutral horizontal soil load qh n for a pipeline installed in a trench or using the micro tunneling technique can be calculated using the following equation dnn qn X 1 sin pp 23 13 where dn is the neutral vertical stress of the soil in kN m as calculated in Equation 23 1 in section 23 1 Y is the average angle of internal friction of the soil over the height of the borehole In micro tunneling the space in between the pipeline or tunnel is usually relatively small moreover the space in between the bore hole wall and the pipeline or tunnel is often filled with grout after installation 298 of 362 Deltares 23 6 23 6 1 Calculation of soil mechanical data Vertical modulus of subgrade reaction Due to the soil pipe interaction induced by either the pipe or the soil soil deformations and pipe displacement will occur The deformations lead to increase or decrease of the soil load on the pipe This soil reaction behavior is modeled by using a spring model By locating springs around the pipe the displacement and related stress changes can be calculated Figure 23 6 The increase or decrease of the soil reaction stress is usually calculated by linear or bi linear springs The stiffness of the spring is expressed as a modulus of subgrade reaction k v upward k horizontal v downward Figu
361. param gt for Title 1 and Title 2 respectively in the Identification tab 7 Click OK ie ENS Settlement For calculation of settlement a license for D SETTLEMENT is required If this license and soft ware is available the model option Settlement will be available in D GEO PIPELINE For this purpose an embankment that will act as a load is introduced Settlement calculations can be performed using the in the Netherlands often used Koppejan model or the more recent developed Isotache model which is based on Terzaghi s settlement model 8 Click Project and select Model on the menu bar to open the Model window 226 of 362 Deltares Tutorial 9 Settlement and soil mechanical parameters for micro tunneling 9 Mark the Use settlement check box and select the Koppejan model Figure 16 2 10 Click OK to confirm the choice Model Horizontal directional drilling IV Ends at surface Micro tunneling Construction in trench Settlement IV Use settlement Koppejan Isotachen Cancel Help Figure 16 2 Model window 16 3 Geometry of the longitudinal cross section This tutorial considers a layered soil sequence described in Tutorial 8 chapter 15 In the longitudinal cross section a load soil mass has to be defined 11 Switch to the Geometry tab in the View Input window to edit the existing soil layer se quence 12 Select the Add polyline icon from the Edit sub window to draw an a
362. peline does not influence the pipeline Therefore a relative simple pipe stress analysis can be performed The first installation stage at which the stresses in the pipeline are considered is the start of the pull back operation The pipeline with the connected pullback equipment is situated on the rollers Often the pipeline is not filled with water on the rollers in order to reduce the required pulling force to pull the pipeline over the rollers Of course when the pipeline enters the borehole filling of a part of the pipeline percentage of the cross section area is sometimes useful In this stage a pulling force is exerted on the pipe which results in axial stress in the pipeline Near the exit point the rollers are often configured with a certain bending radius the so called overbend so that additional axial stresses occur due to bending The tangential stresses for the pipeline on the rollers are negligible The second stage at which the stresses in the pipeline are considered is the maximum pulling force situation during the pull back operation At the end of the pull back operation the pulling force usually reaches the maximum pulling force The pulling force is calculated according the Dutch regulations described in NEN 3650 and is mainly based on the normal forces of the pipeline perpendicular to the borehole wall The normal forces are caused by the buoyant weight of the pipeline and soil reaction forces due to the bending moment in the
363. peline has to be lifted in order to pull it into the borehole A small exit angle increases the risk that a blow out will occur The limitations of the object to be crossed The owner or manager of the object to be crossed may have certain requirements with regard to the crossing depth of the pipeline Such requirements can be related to the presence of sheet piles or foundation piles Another reason for special requirements can involve the building plans of structures on piles Such points are boundary conditions for preparing the pipeline configuration Deltares 287 of 362 22 1 4 D GEO PIPELINE User Manual Determination of allowable curve radius The borehole containing a pipeline is usually characterized by an upward and a downward curve Sometimes a horizontal or combined radius forms part of the drilling line The smallest possible radius of such a curve depends on the bending stiffness and the yield stress of the pipeline or the drill pipes For pipes with a relatively small bending stiffness such as PE pipes the stiffness of the drill pipes is often the determining factor for the minimum radius of curved sections in the drilling line Allowable curve radius for steel pipes The design radius should be checked for strength E D 1 D 22 1 eb R gt where E is the modulus of elasticity of the pipe material in kN m D gt isthe outer diameter of the pipe in m y is the partial safety factor for the bending
364. perform a pipe stress calculation with the user defined values for the reduced neutral soil stress the modulus of subgrade reaction and the bending radius specified in the Special Stress Analysis window section 4 7 2 instead of the calculated values D GEO PIPELINE will not apply safety factors on those three specified values assuming they are already included A special stress analysis must always be started separately Warning and Error messages Warning messages Before calculation warning messages might be displayed in the Warning window after starting the calculation The calculation will be paused If clicking Yes the calculations will continue whereas if clicking No the calculations will be aborted Figure 5 1 gives an example of warning messages displayed when an undrained layer has an undrained cohesion cy of 0 and when determining the allowable curve radius in accordance with section 22 1 4 D One or more layers above the border between the drained and undrained layers have a Cu value of 0 Pipe PE100 SDR1it has a radius of 600 m while the allowable minimum radius is 1892 m Pipe PE100 SDR11t has a radius of 700 m while the allowable minimum radius is 1880 m Pipe PE100 SDR11t has a radius of 1000 m while the allowable minimum radius is 1885 m Pipe PE100 SDR11t has a radius of 500 m while the allowable minimum radius is 1947 m Continue the calculations Jj Figure 5 1 Warning window before calcula
365. plift 26 12 and the uplift safety factor fupiit is Jeff Fupiit m 26 13 Soy x di i l where y is the buoyant unit weight of soil layer i in kN m n is the number of soil layers d is the thickness of soil layer 7 above the pipeline in m Subsidence The drilling process micro tunneling leads to a larger amount of removed soil material than the volume of the installed tunnel or pipeline Overcut Of course injection of lubricants may lead to a reduction of the differential volume of removed soil and installed elements The differential volume will lead to soil movement towards the bore hole which in turn will lead to subsidence The magnitude of the subsidence w trough shaped can be calculated as follows Ve i w Jama z2 Z lt Zo 26 14 with V Vioss x D F 2 lu D 100 2 2 where 1 is the shape factor see below 340 of 362 Deltares Micro tunneling lovercut is the overcut in radius in m r is the horizontal distance in between the center of the tunnel or pipeline and the inflection point of the trough in m Zo is the depth of the center of the pipeline or tunnel in m Zz is the depth at which the settlement is calculated in m Voss is the volume loss as percentage of overcut area in as defined in the Engineer ing Data window see section 4 6 3 2 V is the differential volume in m m The shape factor 7 depends upon the soil behavior above the tunnel or pipeline and is th
366. pressure on the pipeline Therefore in the stress analysis according the NEN 3650 four Load Combinations LC are considered LC 1A start of the thrust operation LC 1B maximum thrust force LC 2 application of internal pressure on the pipeline LC 3 pipeline in operation without internal pressure LC 4 pipeline in operation with internal pressure The calculated stresses are assessed according NEN 3650 and NEN 3651 In this tutorial the pipeline configuration is the same as in the previous tutorial but the soil sequence is different The properties of the two layers are given in Table 21 1 The pipeline configuration is shown in Figure 21 1 Deltares 279 of 362 D GEO PIPELINE User Manual 100 m entry X Rae ne 7 1 i i 1 i l 900 m exit X Figure 21 1 Pipeline configuration for Tutorial 14 Table 21 1 Layer properties Tutorial 14 Silty sand Soft organic clay Dry unit weight kN m 18 13 Wet unit weight kN m 20 13 Cohesion kN m 0 2 Angle of internal friction 30 18 Undrained strength top kN m 0 10 Undrained strength bottom kN m 0 30 E modulus top kN m 10000 500 E modulus bottom kN m 15000 1000 Adhesion kN m 0 2 Friction angle 20 12 Poisson s ratio 0 35 0 45 This tutorial is based on continuation of the file used in Tutorial 13 chapter 20 1 Click File and select Open on the menu b
367. purely for informative purposes To edit the coordinates of the points choose the Points option from the Geometry menu see section 4 3 8 Every change made using this window will only be displayed in the underlying View Input Geometry window after closing this window using the OK button When clicking this button a validity check is performed on the geometry Any errors encountered during this check are displayed in a separate window These errors must be corrected before closing this window using the OK button Of course it is always possible to close the window using the Cancel button but this will discard all your changes Phreatic Line Use this option to select the PL line that acts as a phreatic line The phreatic line or ground water level is used to mark the border between dry and wet soil x Select the PlLine by number which acts as ho x phreatic line J Cancel Help Figure 4 18 Phreatic Line window Select the appropriate line number from the drop down list and click the OK button Note At least one PL line has to be defined to be able to pick a phreatic line from the drop down list Layers This option enables to add or edit layers to be used in the geometry A layer is defined by its boundaries and its material Use the Boundaries tab to define the boundaries for all layers by choosing the points that identify each boundary 54 of 362 Deltares Input L Coor Z Coor Bou
368. py 129 N mm Sigma_ptest sf pt Do t 2 t 0 N mm Figure 6 24 Report window Stress analysis for load combination 2 Sigma_py Internal stress due to design pressure in N mm see Equation 25 33 for thin pipe and Equation 25 35 for thick pipe Sigma_px Internal axial stress due to design pressure in N mm see Equa tion 25 37 Sigma_ptest Internal stress due to test pressure in N mm see Equation 25 34 for thin pipe and Equation 25 36 for thick pipe Load Combination 3 In operation situation without pressure This part of the report displays the calculated axial and tangential stresses when the pipe is in operation without internal pressure See section 25 5 4 for background information Axial stress Sigma_b Mb Wb 1 15 1 10 E Ib 0 91 Rrol Wb Maximum axial stress Sigma_a max Tangential stress Sigma_qr k qr rg Ww Do Sigma_qn k qn rg Ww Do Maximum tangential stress Sigma_t max Figure 6 25 Report window Stress analysis for load combination 3 Sigma_b Axial bending stress in N mm see Equation 25 38 Sigma_a max Maximum axial stress in N mm see Equation 25 39 Sigma_qr Stress due to soil reaction in N mm see Equation 25 40 114 of 362 Deltares View Results Sigma_qn Stress due to reduced vertical load in N mm see Equation 25 41 Sigma_t max Maximum tangential stress in N mm see Equation 25 42 Load Combination 4 In operation with internal pressure This part of the repo
369. qr Stress due to soil reaction in N mm see Equation 25 50 Sigma_qn Stress due to reduced vertical load in N mm see Equation 25 51 Frr Direct re rounding factor in N mm see Equation 25 53 Frr Indirect re rounding factor in N mm see Equation 25 54 Sigma_t max Maximum tangential stress in N mm see Equation 25 52 Check on calculated stresses Steel This part of the report displays a table in which the calculated combined stresses of the differ ent load combinations are compared to the maximum allowable stress see section 25 6 1 1 for background information 6 3 Check on Calculated StressesPipe 1 According to NEN 3650 2 art 5 D 3 1 the calculated stresses for the load combinations must meet the following conditions note Re 200 N mm Load combinations 1 3 and 4 Sigma_vmax lt 0 85 Re Re_20deg Gamma_m Load combination 2 Sigma_ptest lt Re Gamma_test Sigma_py lt Re Gamma_m Sigma_pm lt 1 1 Re Gamma_m In load combination 14 1B 3 4 stresses are NOT allowable Max allowable Load Load Load Load Load stress combinationtA combination1B combination2 combination3 combination4 N mm Sigma_ptest 173 91 23 Sigma_p 153 85 15 Sigma pm 169 23 13 Sigma vmax 261 54 354 550 495 486 Stresses in pipeline Nimm Figure 6 18 Report window Check on calculated stresses section steel pipe Check on calculated stresse
370. qri Ogri Oqr b Iqr b Ox 3 Q X Op Q X Op Q X Op Q X Op dy3 0 0 0 0 Ox 4 Q X Ob Q X Ob Q X Op Q X Ob Oya art Fani Oqrt t Oqni Par T Fanib Paro Fanib Table 25 20 Set for calculation of the maximum stresses for load combination 4 Top outside Top inside Bottom inside Bottom outside Ox Opx Opx Opx Opx Oy1 Opy O py I py I py Ox 2 Opx Opx Opx Opx Oy 2 Spy Fr x Oqn t Opy Err x Oqni Opy T Err x Oqn b Opy Err x Tan b 0x3 Opx Q X Op Opx A X Ob Opx FQ X Op Opx FQ X Op Oy3 Opy I py I py O py Ox 4 Opx Q X Ob Opx Q X Ob Opx T Q X Ob Opx T Q X Ob Oya py a Fr X Ognt Opy a Fe X Oqnit Gay talk X donb Cay 7 a Fr X Canip we x Cart E x Tart i x arb HEr x Oqr b Note is the tensile factor only used for polyethylene as defined in the Product Pipe Material Data window see section 4 6 2 1 Note For load combination 4 the acting stresses oy 1 to oy 4 are calculated with a load factor in combination fpd comb for the design pressure 332 of 362 Deltares 25 6 1 2 25 7 25 8 Strength pipeline calculation Check of calculated stresses acc to the Dutch standard NEN Polyethylene pipe The calculated stresses must meet the following conditions a lt S x Reb short for LC 1 and 2 test pressure 25 63 a lt S X Reviiong for LC 2 internal pressure 3 and 4 25 64 where o is the calculated stress in kN m Rep short is the allowable s
371. quation 23 9 in section 23 4 Note that in reality this requires an extra compaction treatment after installation of the pipe In the software this can be adjusted in the Engineering Data window under the Pipe menu Deltares 253 of 362 D GEO PIPELINE User Manual 254 of 362 Deltares 19 Tutorial 12 Trenching uplift and heave 19 1 This tutorial is the continuation of tutorial 11 chapter 18 and considers installation of a con crete sewer by means of trenching The objectives of the exercise are To evaluate the risk on heave of the bottom of the trench during installation To evaluate possible uplift of the empty pipe after installation The following modules are needed D GEO PIPELINE Standard module HDD Trenching module This tutorial is presented in the files Tutorial 12a dri Tutorial 12b dri and Tutorial 12c dri Introduction to the case During the excavation of a trench the groundwater conditions may play an important role In case a trench is excavated below the phreatic groundwater table or in case the hydraulic head of an aquifer is relatively high heave of the bottom of the trench is a serious risk An other risk which may occur after excavation of the trench below the phreatic groundwater table is the uplift due to fill with a low density soil In this tutorial the top layer consists of peat instead of organic clay The peat exhibits a low density Besides a low density top layer this tutor
372. r Rp max and the soil cover H vertical distance between the ground level and the pipe center for the calculation of the maximum allow able drilling fluid pressure in drained layer i e sand see Equa tion 24 28 in section 24 2 2 The default value is 0 5 as prescribed in paragraph E 2 2 2 of NEN 3650 1 NEN 2012a Rp max 0 5 H Safety factor cover The ratio between the maximum allowable radius of the plastic zone undrained layer Rp max and the soil cover H vertical distance between the ground level and the pipe center for the calculation of the maximum allow able drilling fluid pressure in undrained layer i e clay and peat see Equation 24 22 in section 24 2 1 The default value is 0 5 as prescribed in paragraph E 2 2 2 of NEN 3650 1 NEN 201 2a Rp max 0 5 H Click this button to reset all values to the default values prescribed in the Dutch Standard NEN NOTE If the input values in the Factors window differ from the de fault values prescribed by NEN the value appears in red color Factors for HDD European standard CEN Polyethylene pipe If the European standard CEN was selected in the the Model window section 4 1 1 and if a polyethylene material was selected in the Product Pipe Material Data window section 4 6 2 1 the window in Figure 4 49 is displayed x Safety factors on implosion PE Miscellaneous Implosion at long term H po Factor of importance S H ho Implosion at short term t 5 Allowable de
373. r beyond this value the zone with plastic deformation will increase If the zone with plastic deformation reaches the surface a blow out will occur Besides the growth of the plastic zone due to high drilling fluid pressures formation of cracks in the borehole wall in granular soils will take place before the plastic zone reaches its maximum expansion The formation of cracks around the borehole in granular soils is dependent on the strain of the bore hole wall which occurs when the drilling fluid pressure is increasing and the borehole is expanding Crack formation and growth of the plastic zone are dependent upon soil characteristics Soil layers with a very high strength and or a very high stiffness are suitable for drilling with high Deltares 151 of 362 D GEO PIPELINE User Manual drilling fluid pressures Strength of soil layers is dependent on the drained or undrained behavior of soil layers during application the drilling fluid pressure on the bore hole wall Depending on the permeability of the soil layer the soil will behave drained or undrained The coarser granular soils are usually well permeable so that the excess water pressure due to the drilling fluid pressures will dissipate easily The strength of the soil which exhibits this drained behavior can be calculated using the drained effective strength parameters effective cohesion c and angle of internal friction p In case of undrained behavior which usually occurs in ver
374. r Construction in trench If the Construction in trench option in the Model window section 4 1 1 is selected the Pipeline Configuration window shown in Figure 4 30 is displayed Different pipe materials can be defined along the pipeline 64 of 362 Deltares Input Pipeline Configuration x Trench Sections Im BeginX BeginY BeginZ Material Outer Unit weight Width trench Slope Offset diameter Imm E mod Wall thickness pipe material bottom N mm mm kN n 10 000 10 000 LS 0 000 steel 0 000 steel 2 058E 05 810 00 50 00 78 50 2 058E 05 810 00 50 00 78 50 850 00 200 0 30 850 00 200 040 100 000 fs o0q 2 000 End trench X Y Z m Pa fn Figure 4 30 Pipeline Configuration window Construction in trench Begin X X co ordinate of the begin point of the trench section Begin Y Y co ordinate of the begin point of the trench section Begin Z Z co ordinate of the begin point of the trench section Material quality Description of the material quality The data in this field is used in the report Outer diameter Outer diameter of the pipe in mm Wall thickness Wall thickness of the pipe in mm Unit weight pipe material Unit weight of the pipe material Width trench bottom Width of the trench bottom Slope 1 x Slope of the trench Offset Distance between the bottom of
375. r X fr and as finstal 1 and fr 1 a default factor of 1 4 should be inputted for fm to get fk 1 4 as prescribed by NEN Factor of importance S The default value is 1 for HDD as pre scribed in paragraph 6 5 of NEN 3651 NEN 2012d Maximum allowable deflection of the pipe o The default value is 15 of the pipe diameter for steel as prescribed in paragraph 11 1 5 of NEN 3651 NEN 2012d Maximum allowable deflection of the pipe for piggability 6 If this value is exceeded the pig i e tool or vehicle that moves through the interior of the pipeline for purposes of inspecting dimensioning or cleaning can be damaged or stuck The default value is 5 of the pipe diameter Maximum allowable deflection of the pipe o The default value is 8 of the pipe diameter for PE as prescribed in paragraph 11 4 1 1 of NEN 3651 NEN 2012d Maximum allowable deflection of the pipe for piggability 0 If this value is exceeded the pig i e tool or vehicle that moves through the interior of the pipeline for purposes of inspecting dimensioning or cleaning can be damaged or stuck The default value is 5 of the pipe diameter Unit weight of water yw The default value is 10 KN m The ratio between the maximum allowable radius of the plastic zone Rp max and the soil cover H vertical distance between the ground level and the pipe center for the calculation of the maximum allow able drilling fluid pressure in drained layer
376. rding to article E 1 2 4 2 of NEN 3650 1 NEN 2012a the pulling force in the curved part of the borehole due to soil reaction Tsp is q T T3p finstar X 4 x 5 x Do X x fs 25 10 with k xy 25 11 _ 0 3224 x A x Ey X Ip AT D x R i D A fo X ky x 25 13 iff v AE nly where Or is the maximum soil reaction in N mm ky is the vertical modulus of subgrade reaction in N mm Y is the maximum displacement in mm is the characteristic stiffness pipeline soil in mm fv is the contingency factor on the modulus of subgrade reaction The default value is 1 6 E is the Young s modulus of the pipe in N mm Ib is the moment of inertia of the pipe in mm R is the bending radius in mm fs is the factor of friction between the pipeline and the borehole wall defined in the Engineering Data window see section 4 6 3 1 The default value is set to 0 2 Friction due to curved forces According to article E 1 2 4 3 of NEN 3650 1 NEN 2012a the pulling force in the curved part of the borehole due to curved forces Te is T3c finstan X Lo X gt X f3 25 14 where Le _ is the length of the curve in mm Ly 2 x R x 2r x a 360 a is the half angle of the curved part in degrees Or is the curved force in N mm gy 2 T sina Lp T is the total pulling force in the pipeline in N see Equation 25 6 Maximum representative pulling force The maximum representative pulling force Tinax rep in a sing
377. re given per vertical in a table Figure 6 28 and in graphs 4 2 Hydraulic Heave Check n case of high groundwater pressures in a water bearing soillayer below the trench the safety factor for heave of he trench bottom should be evaluated Subsequently the safety factors for heave are based on groundwater pressures at the top of layer 1 Silty Sand are calculated 4 2 1 Hydraulic heave of the trench bottom Vertical nr Safety factor calculated Safety factor required Hl El 1 0 73 1 00 2 0 73 00 3 0 60 00 4 0 55 1 00 5 0 51 00 6 0 51 1 00 7 0 53 00 8 0 55 00 9 0 58 00 10 0 73 00 11 0 73 00 Figure 6 28 Report window Hydraulic Heave Check section Vertical nr Number of the calculation vertical Safety factor The calculated safety factor for hydraulic heave see Equa calculated tion 27 7 in section 27 2 116 of 362 Deltares View Results Safety factor The required safety factor for hydraulic heave as defined by the required user in the Factors window section 4 7 1 3 6 2 8 Report Face Support Pressures and Thrust Forces Micro tunneling Results are given per vertical in a table Figure 6 29 and in graphs 4 1 Face Support Pressure and Thrust Forces 4 1 1 Results table The maximum allowable face support pressure and the minimum required face support pressure are calcu
378. re 23 6 Pipe soil interaction modeled by springs Since the soil pipe interaction is influenced by the installation method different calculation methods to determine the moduli of subgrade reaction exist For installation using a drilling technique HDD or micro tunneling refer to section 23 6 1 For Installation in a trench refer to section 23 6 2 Pipelines installed using a drilling technique According to article C 4 3 3 c of NEN 3650 1 the stiffness of the spring below ky bottom and above the pipe kv top is ky fexE 23 14 mx 1 12 x VA with B 52 31 4 b 51 90 3 596 x b L T D ky v 2 A y i fk E 4 Ep X p where E v are the average parameters of the soil along a distance of 5 D above the top of the pipeline for k 0 and below the bottom of the pipeline for Ky bottom A is x b support area in m b is the minimum support width in m b Do 4 is the minimum support length in m is the characteristic stiffness pipeline soil in m7 t Deltares 299 of 362 23 6 2 D GEO PIPELINE User Manual Ib is the moment of inertia of the pipeline in m Ip amp D3 Do 2dn m is the shape coefficient depending on b Pipelines installed in a trench Vertical modulus of subgrade reaction upward According to article C 4 3 2 of NEN 3650 1 the vertical modulus of subgrade reaction upward are dp 4 v top 7 r 23 15 max oy 1 ky top max B
379. ressing the Escape key will return the user to this Select and Edit mode Pan Click this button to change the visible part of the drawing by clicking and dragging the mouse Add point s to boundary PL line Click this button to add points to all types of lines lines poly lines boundary lines PL lines By adding a point to a line the existing line is split into two new lines This provides more freedom when modifying the geometry Add single lines s Click this button to add single lines When this button is selected the first left hand mouse Click will add the info bar of the new line and a rubber band is displayed when the mouse is moved The second left hand mouse click defines the end point and thus the final position of the line It is now possible to either go on clicking start and end points to define lines or stop adding lines by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key Add polyline s Click this button to add poly lines When this button is selected the first left hand mouse click adds the starting point of the new line and a rubber band is displayed when the mouse is moved A second left hand mouse click defines the end point and thus the final position of the first line in the poly line and activates the rubber band for the second line in the poly line Every subsequent left hand mouse click again defines a new end point of the nex
380. rial is a steel 240 and its properties are given in Table 8 2 Table 8 2 Properties of steel material Tutorial 1 Material quality Steel 240 Negative wall thickness tolerance 0 Yield strength N mm 240 Partial material factor 1 1 Partial material factor test pressure 1 Young s modulus N mm 205800 Outer diameter mm 323 9 Wall thickness mm 7 Unit weight pipe material kKN m gt 78 50 Design pressure Bar 8 Test pressure Bar 9 Temperature variation C 5 8 2 Project 8 2 1 Start To create a new project follow the steps described below 1 Start D GEO PIPELINE from the Windows task bar Start Programs Deltares Systems D GEO PIPELINE 2 Click File and choose New on the menu bar to start a new project 3 In the New File window select the option New geometry to start Figure 8 2 Geometry New geometry wizard Import geometry Cancel Help Figure 8 2 New File window This will result in the empty geometry window shown in Figure 8 3 144 of 362 Deltares 8 2 2 Tutorial 1 Calculation and assessment of the drilling fluid pressure D D Geo Pipeline Project File Project Soll Geometry GeoObjects Loads Pipe Defaults Calculation Resuts Tools Window Help De e EQ eBle T 23 A cit Raat 5 MQ iia ici jo BaB 0 000 100 000 Figure 8 3
381. right side of the window and choose the following values lt 80 m gt for First lt 180 m gt for Last and lt 20 m gt for Interval 45 Click on the Generate button and watch the result of automatic vertical generation on the left side of the Calculation Verticals window This will result in the window shown in Figure 8 17 46 Click OK to confirm the selected verticals and switch to the input window to watch the location of the verticals in the longitudinal cross section 152 of 362 Deltares Tutorial 1 Calculation and assessment of the drilling fluid pressure Calculation Yerticals xi r Automatic generation of L co ordinates First L m e000 80 00 _ 0 0 LastL m fi 80 00 L coordinate Additional Settlement 10 ag Interval m 20 00 20 00 0 0 0 00 o0 g 20 00 0 0 40 00 0 0 60 00 0 0 80 00 0 0 100 00 0 0 120 00 0 0 140 00 0 0 160 00 0 0 180 00 0 0 oK Cancel Help Figure 8 17 Calculation Verticals window 8 7 Product Pipe Material Data The dimensions and the properties of the product pipe which should be installed in the reamed borehole should be specified Especially the outer diameter is important for the calculation of the drilling fluid pressures during the pull back operation 47 48 49 50 Click Pipe and select Product Pipe Material Data on the menu bar to open the Product Pipe Material Data window for specification of the dim
382. rizontal directional drilling of pipelines HDD The third mechanism the front force is using a theoretical formula The formulas of the first two mechanisms are described in sections section 28 1 1 and section 28 1 2 The third mech anism is described in section 26 1 1 section 26 1 2 and section 26 1 3 The latter two are described in section 28 1 3 and section 28 1 4 Friction of the pipeline behind the thruster on the rollers The NEN 3650 provides the following friction formula for the section of the pipeline that is outside of the borehole AFw Lo X g X fi 28 1 A Fw is the contribution to the friction force Lo the length of the pipeline outside the borehole up to the thruster gp is the weight of the pipeline per unit length and fi is the friction coeffi cient If the pipeline is on rollers the NEN 3650 suggest using f 0 1 if the pipeline rests on the surface a value f 0 3 is suggested Friction between pipeline and lubricant drilling fluid The NEN 3650 provides the following formula for the friction between lubricant and pipeline Aly Lp x T x Do X fo 28 2 AF is the contribution to the friction force Lp the total length of the pipeline in the borehole This is the length along the borehole from the thruster to the cutting head D is the outer Deltares 347 of 362 28 1 3 28 1 4 28 2 D GEO PIPELINE User Manual diameter of the borehole and fs is the friction between drilling fluid and the pipel
383. rm and a threshold term from which flow is initialized The threshold is called the yield point D GEO PIPELINE calculates the required minimum fluid pressure at the calculation verticals During all stages of the drilling process a pipe is present in the borehole drill pipe or product pipe The return flow of drilling fluid with cuttings occurs in the annulus between the borehole wall and the pipe The required fluid pressure to initiate flow depends on the width of the annulus radius borehole minus radius drill pipe the properties of the drilling fluid and the required annular fluid flow rate The properties of the drilling fluid and the operation parameter values should be specified in D GEO PIPELINE 51 Click Pipe on the menu bar and select Drilling Fluid Data to open the Drilling Fluid Data window for specification of properties of the drilling fluid and the operation parameter val ues 52 Enter the values given in Figure 8 19 53 Click OK to confirm the input 154 of 362 Deltares Tutorial 1 Calculation and assessment of the drilling fluid pressure Drilling Fluid Data Drill pipe and bore hole dimensions ix Outer diameter pilot hole m 10 250 Outer diameter pilot pipe m 10 114 Outer diameter pre ream hole m 0 450 Outer diameter drillpipe m 0 114 Outer diameter borehole m 10 450 Outer diameter product pipe Do m 0 324 Characteristics of drilling fluid flow Annular back flow rate pilotboring Liter
384. ro tunnel usually starts horizontal at a certain level below the surface Drive and reception shafts are created for the MTBM In the drive shaft a jacking frame and MTBM are installed The jacks will push the pipe section elements section by section ahead towards the reception shaft The MTBM is at the front of the advancing micro tunnel As the length of the advancing micro tunnel increases so do the friction forces along the pipe segments Lubrication fluid may be applied for lubrication 90m 190m x re E 5 c o exit X Figure 14 1 Pipeline configuration for Tutorial 7 Very often at the face of the MTBM drilling fluid is used for soil removal and front stabilization Careful planning and monitoring of the face support pressures is required When the pressure is excessive this may cause a blow out if the pressure is too low collapse of the soil in at the drilling front may cause excessive subsidence The pipeline configuration is shown in Figure 14 1 Deltares 203 of 362 D GEO PIPELINE User Manual The soil properties of the silty sand layer are provided in Table 14 1 Table 14 1 Properties of the silty sand layer Tutorial 7 Dry unit weight kN m 18 Wet unit weight kN m 20 Cohesion kN m 0 Angle of internal friction 30 Undrained strength top kN m 0 Undrained strength bottom kN m 0 E modulus top kN m 10000 E modulus bottom kN m 15000 Adhesion kN m
385. roundwater pressures at the top of layer 1 Silty Sand are calculated 4 2 1 Hydraulic heave of the trench bottom Vertical nr Safety factor calculated Safety factor required EI E 1 1 03 20 2 1 03 20 3 1 01 20 4 0 96 20 5 0 90 20 6 0 89 20 7 0 91 20 8 0 93 20 9 0 94 20 10 1 01 20 11 1 03 20 Figure 19 14 Report window Hydraulic heave of the trench bottom section Tutorial 12b Note In the report Figure 19 14 the hydraulic heave safety of the trenched pipe is not OK for all verticals the calculated safety factors are lower than the required safety factor specified at the default factors Especially below the waterway the risk on bursting or heave of the bottom of the trench is relatively high 19 7 Lowering the hydraulic head Tutorial 12c The problem of heave of the bottom of the trench can be solved by drainage of the subsequent silty sand layer By dewatering the silty sand layer the hydraulic head can be lowered to the required level Lowering the level of the hydraulic head in the silty sand layers can be done as follows 36 Click File and select Save as on the menu bar to open the Save As window and rename Deltares 263 of 362 D GEO PIPELINE User Manual the file into lt Tutorial 12c gt 37 Click the Save button to save the current project as Tutorial 12c 38 Return to the Geometry tab of the View Input window and select the button Ad
386. rs press bore pull fi Qn2 fr thrust fo fy Contingency factor on the cohesion c or cy Contingency factor on soil cover Contingency factor on the Young s modulus Overall factor on bending moment fk fm X finstan X fR Contingency factor on the bedding constant k Contingency factor on the bending moment M Contingency factor on the pressure borehole Contingency factor on the pulling force T Contingency factor on the soil load qn Contingency factor on bending radius R Contingency factor on thrsut force Contingency factor on the tangent of the friction angle y Contingency factor on the total unit weight y Load factors Finstal f pd pd comb pt fi Qn1 fiemp qv Load factor on installation Load factor on design pressure pa Load factor on design pressure pg in combination Load factor on test pressure p Load factor on soil load qn Load factor on stress due to the temperature variation At Load factor on traffic load qy Abbreviations HDD MTBM Deltares Horizontal Directional Drilling Micro Tunneling Boring Machine kN m kN m kN s m kN m 17 of 362 1 8 1 9 D GEO PIPELINE User Manual PE Polyethylene LC Load Combination Getting Help From the Help menu choose the Manual option to open the User Manual of D GEO PIPELINE 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 Getting Support
387. rsor IV Calculation Verticals Grid IV Show Grid IV Points JV Snap to Grid Grid distance m 1 000 Cancel Help Figure 8 5 Project Properties window View input tab 9 Mark the Points check box of the Labels sub window in order to display the point s number 10 Mark the Snap to grid check box in order to ensure that objects align to the grid automati cally when they are moved or positioned 11 Before closing the Project Properties window mark the Save as default check box to use the settings previously inputted every time D GEO PIPELINE is started which means for the other tutorials 12 Click OK to confirm Model The horizontal directional drilling technique is used in this first tutorial 13 Select Model from the Project menu bar to open the Model window Figure 8 6 14 Check that the Horizontal directional drilling model is selected default model 15 Click OK to confirm 146 of 362 Deltares Tutorial 1 Calculation and assessment of the drilling fluid pressure IV Ends at surface Dutch Standard NEN d Micro tunneling Construction in trench Settlement Use settlement Koppejan Isotachen Cancel Help Figure 8 6 Model window 8 3 Geometry Firstly the geometry of Figure 8 1 needs to be put in D GEO PIPELINE In order to do this the following actions should bee performed 16 17 18 19 20 21 22 First enlarge the dimensions of the geomet
388. rst peat is added to the material list 6 Click Soil and select Materials on the menu bar to open the Materials window 7 Select the existing Peat material in the left side of the window and enter the values as given in Table 19 1 8 Click OK 256 of 362 Deltares Tutorial 12 Trenching uplift and heave xi Material name Total Unit Weight Above phreatic level kN m3 10 20 Below phreatic level kN m3 10 20 Cohesion tkN m2 2 00 Phi deg 15 00 Cutop kN m 10 00 Undetermined Sity Sand Cu bottom IkN m2 20 00 Soft Organic Clay Emodtop kN m 1000 00 Emod bottom kN m 1500 00 Adhesion kN m 2 00 _ Add ee al Friction angle Delta deg 5 00 _Delete Rename x Poisson ratio Nu i 0 45 Cancel Help Figure 19 2 Materials window Assign this material type to the top layer 9 Click Geometry and select Layers on the menu bar 10 To assign a material to a layer select the Material tab Select lt Peat gt as well as layer number lt 2 gt and via the arrow button gt assign the soil to the layer Figure 19 3 11 Accept the input and return to the main window by clicking OK xi Boundaries Materials Available materials Layers os eel Soft Clay Peat Medium Clay P 1 Silty Sand Stiff Clay Loose Sand Dense Sand Sand _ Gravel Loam Muck Undetermined Silty Sand Soft Organic Clay OK Cancel Help Figure
389. rt displays the calculated axial and tangential stresses when the pipe is in operation with internal pressure See section 25 5 5 for background information pusto internal pressure ondoy pd Do t 2 t 237 N mm Sioned PX X O 5 Sigma_py 119 N mm Signa cae pt Do t 2 t 0 N mm sina emp a ieee t alphag E 0 N mm Maximum sr sre58 Sigma a max 243 N mm Tangential Srey A X 5 Sigma_qr k y Cg Do 34 N mm Sigma_qn k qn ys Do 410 N mm Rerounding factor E A 0 412 Rerounding factor F rr V j 0 565 Sigma_t max Sigma_py Me Sigh qr Frr Sigma_qn Maximum tangential stress Sigma t fe J 426 N mm Figure 6 26 Report window Stress analysis for load combination 4 Sigma_b Axial bending stress in N mm see Equation 25 43 Sigma_py Ring stress due to internal design pressure in N mm see Equa tion 25 44 Sigma_px Axial stress due to internal design pressure in N mm see Equa tion 25 47 Sigma_ptest Ring stress due to internal test pressure in N mm see Equation 25 45 for steel and Equation 25 46 for PE Sigma_Temp Axial stress due to temperature variation in N mm see Equa tion 25 48 Sigma_a max Maximum axial stress in N mm see Equation 25 49 Sigma_qr Stress due to soil reaction in N mm see Equation 25 50 Sigma_qn Stress due to reduced vertical load in N mm see Equation 25 51 Frr Direct re rounding factor in N mm see Equation 25 53 F rr Indirec
390. ry window by selecting the left boundary by clicking the left mouse button then click the right button and select Properties This will re sult in the coordinate window for the left boundary as shown in Figure 8 7 Enter coordinate X of lt 100 m gt Limit at left side m 100 000 caos Figure 8 7 Left Limit window Repeat the previous described actions for the right boundary and shift the boundary to coordinate X of lt 200 m gt The width in between the left and the right boundary is now 300 m Choose the drawing option Zoom limits etry appears in the center of the screen Choose the drawing option from the edit window Add single line to draw the surface line of the longitudinal cross section of the horizontal directional drilling and position the straight surface line at Z 5 m Use the right mouse button to finish the line Choose the drawing option Add single line to draw the lower boundary of the longitudinal cross section of the horizontal directional drilling and position the straight lower boundary line at Z 40 m Choose the drawing option from the Tools section Automatic regeneration of geometry so that the geometry as shown in Figure 8 8 appears If the Automatic regeneration option already is selected click on the Edit icon to regenerate the geometry Choose the drawing option from the edit window Add pl line s l and position the level of the groundwater at coordinate Z 0 m The blue dashed line represents
391. s D GEO PIPELINE calculates the hydraulic pore pressure along a vertical in the following way The pore pressure inside a layer is calculated by linear interpolation between the pore pres sures at the top and bottom The pore pressure at the top or bottom is equal to the vertical distance between this point and the position of the PL line that belongs to this layer multiplied by the unit weight of water If PL line number 99 is specified for the top and or bottom of any soil layer at that boundary D GEO PIPELINE will use the PL line of the nearest soil layer above or below which has a thickness larger than zero and a PL line number not equal to 99 If the interpolation point is located above the phreatic line the pore pressure is assumed to be zero or a capillary pressure depending on the sign of the PL line number The following options are available therefore for PL line numbers Positive integer Capillary pore pressures are not used that is if negative pore pressures are calculated for points above the phreatic line they become zero Zero All points within the layer obtain a pore pressure of 0 kN m 99 The pore pressure depends on the first layer above and or below the point with a PL line Deltares 353 of 362 29 2 29 3 29 4 29 4 1 D GEO PIPELINE User Manual number unequal to 99 Phreatic line The phreatic line or groundwater level marks the border between dry and wet soil The phrea
392. s 24 15 where fioss is the circulation loss factor Qann_ is the annular back flow rate in KN m 24 1 3 Minimum drilling fluid pressure for Stage 1 pilot pipe in the pilot hole For the first drilling stage of the horizontal directional drilling process the minimum drilling fluid pressure is calculated for the drilling direction from the left and the right using the following formulas Brinch pi Liet X 2 24 16 pilot Phinrigt Pi L Liet x 2 24 17 pilot where Deltares 315 of 362 D GEO PIPELINE User Manual Liet is the distance in the borehole between the drilling head and the left exit point of the drilling fluid in m L is the total length of the borehole in m 24 1 4 Minimum drilling fluid pressure for Stage 2 drill pipe in the pre ream hole i i dp EA min Pegg 1 an x 2 ase pre ream pre ream pilot dp Prin right PAN Prinlett P1 ai L Lett x ae 24 19 pre ream 24 1 5 Minimum drilling fluid pressure for Stage 3 product pipe in the borehole pull Pmin left mn i dp Printight P1 Lien X 24 20 dz pull pull Pmin right min re ream d Printett 3 P1 L Liett x 2 24 21 24 2 Maximum allowable drilling fluid pressure In the borehole an excess drilling fluid pressure is maintained to enable sufficient outflow of drilling fluid and cuttings At high pressures the borehole will fail through uncontrolled expansion
393. s Determine the settlements and stresses along the verticals chapter 5 Graphical or tabular output of the results chapter 6 Options for editing D GEO PIPELINE program default settings sec tion 3 2 Default Windows options for arranging the D GEO PIPELINE windows and choosing the active window Online Help section 1 8 The buttons on the icon bar can be used to quickly access frequently used functions see below DOd sO e B e v Figure 2 3 D GEO PIPELINE icon bar Click on the following buttons to activate the corresponding functions je Start a new D GEO PIPELINE project S Open the input file of an existing project a Save the input file of the current project 22 of 362 Print the contents of the active window Deltares Getting Started Display a print preview of the current contents of the View Input window i a Open the Project Properties window Here the project title and other identification data can be entered and the View Layout and Graph Settings for the project can be determined Start the calculation Display the contents of online Help QAC Display the first page of the Deltares Systems website www deltaressystems com 2 2 3 View Input The View Input window displays the geometry and additional D GEO PIPELINE input for the current project The window has three tabs Geometry In this view Figure 2 4 the positions and soil types of different l
394. s PE This part of the report displays a table in which the calculated combined stresses of the differ ent load combinations are compared to the maximum allowable stress see section 25 6 1 2 for background information Deltares 111 of 362 D GEO PIPELINE User Manual 6 3 Check on Calculated StressesPipe 1 Load combination 1 Sigma_AxMax lt ShortStrength DamageFactor Sigma_TanMax lt ShortStrength DarageFactor Load combination 2 Sigma_ptest lt ShortStrength DamageFactor Sigma_py lt LongStrength DamageFactor Load combination 3 Sigma_AxMax lt LongStrength DamageFactor Sigma_TanMax lt LongStrength DamageFactor Load combination 4 Sigrma_AxMax lt LongStrength DamageFactor Sigma_TanMax lt LongStrength DamageFactor n load combination 1B stresses are NOT allowable Max allowable Load Load Load Load Load stress combination1A combination1B combination2 combination3 combination4 N mm Sigma_ptest 6 40 short 45 Sigma_py 5 04 long 25 Sigma_axial 6 40 short 5 0 221 0 Sigma_axial 5 04 long 0 0 13 Sigma tang 6 40 short 0 0 Sigma tang 5 04 long 25 42 Stresses in pipeline N mm Figure 6 19 Report window Check on calculated stresses section PE pipe Check on deflection This part of the report displays the calculated deflection of the pipeline and compares it
395. s 10 mm Average compression index of the layers in which the pipe is installed C The default value for a very compressible soil se quence is 6 Linear settlement coefficient Qg for steel average over the tem l perature variation At The default value for steel is 0 0000117 mm mm K The modulus of subgrade reaction also called bedding con stant of the lubrification fluid kv lub tluig The default value is 500 kN m Angle of internal friction of the lubrification fluid plub tluia The default value is 15 Adhesion of the lubrification fluid Glub fluid The default value is 5 kN m Delta angle of the lubrification fluid The default value is 7 5 Unit weight of the lubrification fluid Yiub fluid The default value is 11 1 kN m Factor of friction between the product pipe and the rollers on the pipe roller f4 The default value is 0 1 Friction between the drilling fluid and the pipeline f2 The de fault value is 0 0001 N mm Factor of friction between the product pipe and the soil f3 The default value is 0 3 In case of collapse of the borehole 0 6 is recommended Deltares Input Outer diameter machine Additional front force Machine weight Overcut machine borehole Length machine 4 6 4 Drilling Fluid Data Outer diameter of the pipe thruster Dom in mm The mechanical force in addition to the slurry support pressure at the cutting wheel force used to cut the soil Faaa in KN T
396. s for micro tunneling 16 1 Deltares Introduction to the case aooo a a a a 183 183 184 185 186 187 188 190 191 191 192 194 or 195 197 ve AQT 199 ea 199 200 201 202 203 203 204 206 207 207 207 208 209 209 210 sa 210 eave 212 vaia 213 215 215 216 217 218 219 220 py ow 22d pb 222 222 ioi a 222 225 225 vii D GEO PIPELINE User Manual 16 2 Settlement 1 0 ares irur rkr ran 226 16 3 Geometry of the longitudinal cross section 0 50004 227 16 4 Soil layer properties c ke ee ee 229 16 5 Finishing the geometry of the longitudinal cross section 229 16 6 Calculated soil mechanical parameters in exportfile 230 16 7 Conclusion e a Be el ee ee we a we 233 17 Tutorial 10 Subsidence after micro tunneling 235 17 1 Introductiontothecase 2 20000 ee ee 235 17 1 1 Volume loss along the tunnel excavation 235 17 1 2 Modification ofthe drillingline 20 236 17 2 Pipeline Configuration 2 Me 22a es 238 17 3 Material data 2 we MW oo 239 17 4 EngineeringData OM ee 240 17 5 Results Subsidence M o 241 18 Tutorial 11 Installation of pipeline in a trench 243 18
397. side of the previous point the new point will be added at the end of the rubber band icon instead of the position clicked As with poly lines it is also possible to end a PL line by double clicking the left hand mouse button In this case the automatically added end line will always end at the right limit To stop adding PL lines select one of the other tool buttons or click the right hand mouse button or press the Escape key Zoom in Click this button to enlarge the drawing then click the part of the drawing which is to be at the center of the new image Repeat if necessary Zoom out Click this button then click on the drawing to reduce the drawing size Repeat if necessary Zoom rectangle Click this button then click and drag a rectangle over the area to be enlarged The selected area will be enlarged to fit the window Repeat if necessary Measure the distance between two points FT Click this button then click the first point on the View Input window and place the cross on the second point The distance between the two points can be read at the bottom of the View Input window To turn this option off click the escape key Add calculation vertical Click this button to graphically define the position of a vertical Tools panel Undo zoom Click this button to undo the zoom If necessary click several times to retrace each consecutive zoom in step that was made Zoom limits Click this button
398. sign a material to a layer select the Material tab Deltares 207 of 362 D GEO PIPELINE User Manual 26 Assign the properties of the defined layer Silty Sand to layer nr 1 in the longitudinal cross section The available soil layers with defined properties are shown in left column of the materials window The layers in the longitudinal cross section are shown in the right column of the materials window The defined properties are assigned to layer nr 1 by clicking the arrow in between the columns This will result in the Material tab shown in Figure 14 8 xl Boundaries Materials Available materials Layers Nab Wairoro Soft Clay gt i Silty Sand Medium Clay Stiff Clay Peat Loose Sand Dense Sand Sand _ Gravel Loam Muck Undetermined OK Cancel Help Figure 14 8 Layers window Materials tab 27 Click OK to quit the window and return to the geometry window to watch the change of layer name in the legend 14 3 4 PL Lines per Layers 28 Click Geometry and select PL lines per Layers on the menu bar to open the PL lines per Layer window Figure 14 9 in which the defined PL lines to the soil layers in the longitudinal cross section can be defined This window contains the information for the calculation of the groundwater pressure distribution In this tutorial only one PL line is defined The groundwater pressure at the top of the silty sand layer and the bottom of this layer should be calculated
399. sis window HDD 88 of 362 Deltares Input Stress analysis options Three types of stress analysis are available e A Standard stress analysis performed from the Start option of the Calculation menu see section 5 1 which uses the max imum reduced neutral soil stress and the maximum modulus of subgrade reaction of the soil calculated by D GEO PIPELINE be tween all the verticals and the minimum bending radius present in the pipeline configuration e A stress analysis Per vertical performed from the Start op tion of the Calculation menu see section 5 1 which uses the reduced neutral soil stress and the modulus of subgrade reac tion of the soil calculated by D GEO PIPELINE per vertical and the bending radius of the pipeline trajectory cut by the vertical NOTE If the vertical cut a straight part of the pipeline trajec tory D GEO PIPELINE assumes a very large bending radius of 100000 m e A Special Stress Analysis performed from the Special Stress Analysis option of the Calculation menu see section 5 2 using Stress calculation data i e user defined values for the reduced neutral soil stress for the modulus of subgrade reaction of the soil and for the bending radius If the option Use stress calculation data is selected the following values must be inputted Soil load neutral or reduced neutral Qn raised by a traffic load if any Modulus of subgrade reaction Radius Deltares Enter the user defined
400. ss tolerance Pipe material data Ep Young s modulus of the pipe Reb Yield strength of the steel pipe Reb short Yield strength of the polyethylene pipe at sort term Reb iong Yield strength of the polyethylene pipe at long term Yo Unit weight of the pipe material Process data Pa Design pressure Dt Test pressure At Temperature variation Pipeline configuration X left X coordinate of the left point Yiett Y coordinate of the left point Zett Vertical Z coordinate of the left point X right X coordinate of the right point Yright Y coordinate of the right point Zright Vertical Z coordinate of the right point Deltares mm mm mm mm mm mm mm mm mm mm mm mm 3333383 13 of 362 D GEO PIPELINE User Manual Pett Pright Z lowest Rett right Ro Left angle of the pipe Right angle of the pipe Lowest level of the pipe Vertical bending radius of the pipe at the left side Vertical bending radius of the pipe at the right side Bending radius of the rollers Soil properties me me n T S O ie late te ee ee vy O S Sty QO ge le n w n w 2 Jw Adhesion Direct compression index acc to Isotache model Secular compression index acc to Isotache model Coefficient of secular compression rate acc to lsotache model Cohesion Undrained cohesion Primary compression coefficient below P Primary compression coefficient above P Secondary compression coefficient below P Se
401. ssure are For piles with a thin wall Dg d lt 20 D 9 25 33 x x Opy foa Pa 2x d Deltares 327 of 362 D GEO PIPELINE User Manual Dg Opt fot X Pi X AT 25 34 For piles with a thick wall Dg d gt 20 2 2 TO r Gu fod X Ppa x gt 25 35 To fi 2 2 To r Opt fot X Pt X S 25 36 rT The axial internal stress Op is 25 5 4 Strength calculation for Load Combination 3 pipeline in operation without internal pressure Axial stresses When the pipeline is in operation the axial bending stress dp is Mp o fk x Ep x Tp Tb 25 38 Wp Rmin X Wo The maximum axial stress is Oa max Q X Op 25 39 Tangential stresses The tangential stress indirectly transmitted as a result of the bending is Gar MAX gr Fart 25 40 with Fs Corp Ky X qr X a x Do at the bottom of the pipe w T Ogi K X q X x Do at the top of the pipe Ww The tangential stress directly transmitted as a result of the bending is Ogn MAX Canb Cant 25 41 with Oanb Kb X qnrv X aE x Do at the bottom of the pipe w ip Ohne ones on x D at the top of the pipe w dnr fant x fone x dnr Bp q 328 of 362 Deltares Strength pipeline calculation The maximum tangential stress is where fanm is the load factor on soil stress qn as defined in the Factors window see sec tion 4 7 1 1 The default value is set to 1 5 for steel and 1 for polyethylene fanz is the c
402. subgrade reaction at the bottom of the pipe see Equation 23 14 in section 23 6 1 Pv e kN m Vertical bearing capacity see Equation 23 26 in section 23 8 kh kN m Horizontal modulus of subgrade reaction see Equation 23 24 in section 23 7 1 Deltares 105 of 362 D GEO PIPELINE User Manual Ph e kN m Horizontal bearing capacity see Equation 23 28 in sec tion 23 9 1 tmax kN m Maximal axial friction along the pipeline see section 23 11 1 dmax mm Displacement necessary to develop the maximal axial friction along the pipeline see section 23 12 1 6 2 5 Report Data for Stress Analysis Buoyancy Control The magnitude of the pulling force is caused in part by friction between the soil around the borehole and the product pipe In turn the magnitude of the friction is dependent on the degree of buoyancy of the pipeline in the drilling fluid Uplift forces resulting from buoyancy can be neutralized by filling the pipeline with water The optimum volume of water placed in the pipeline provides the most advantageous distribution of buoyant forces If the resulting force is a positive value the pipeline will move upwards If the resulting force is a negative value the pipeline will move downwards 2 Buoyancy Control The friction between soil and pipe is partially caused by buoyancy of the pipeline in the drilling fluid Uplift forces resulting from buoyancy can be neutralized by filling the pipeline
403. t Shape selection Shape definition Material types Summary New Wizard Basic Layout Define measurements basic layout Ground Level Phreatic Level Limit Left Limit Right Limit left m foo Limit right m 50 Number of layers max 10 J 5 Ground level m po Phreatic level m jpo Next gt i Figure 4 8 New Wizard window Basic Layout In the Basic Layout window Figure 4 8 the basic framework within which the project is defined can be entered The graphic at the top of the window explains the required input When satisfied with the input just click the Next button to display the next input screen Deltares 47 of 362 D GEO PIPELINE User Manual New Wizard Shape Selection New wizard xl Select top layer shape by clicking on the desired picture lt Previous Next gt Cancel Help Figure 4 9 New Wizard window Top Layer Shape In the Top Layer Shape window Figure 4 9 one of nine default top layer shapes can be selected A red frame indicates the selected shape Click the Previous button to return to the Basic Layout screen or the Next button to display the next input screen with shape specific input data New Wizard Shape definition SE xl Define measurements for top layer shape hl m 250 L1 m 250 L6 m 6 00 h2 m 250 L2 m 3 00 L7 m 250 h3 m 1 00 L3 m 8 00 L8 m 3 00 h4 m 1 00 L4 m 4 00 L9 m 250 L5
404. t For each load combination the axial and tangential stresses in the product pipe are calculated The stresses are used to calculate the maximum combined stress in the pipeline 22 Click Results and select Report on the menu bar to watch the results of the calculated axial and tangential stresses for each load combination installation stage in paragraph 6 2 see Figure 9 9 6 2 Results Stress Analysis of Pipe Pipe 1 In the calculation 5 load combinations are considered Load combination 1A start pull back operation Load combination 1B end of pull back operation Load combination 2 application internal pressure Load combination 3 pipeline in operation no inner pressure Load combination 4 pipeline in operation pressure applied The nominal wall thickness is 8 0 mm The calculation hereafter will prove that the pipeline wall thickness is sufficient The calculations are in accordance with NEN 3650 and NEN 3651 6 2 1 Load Combination 1A Start Pullback Operation Axial stress Sigma_b Mb Wb f_k E Ib Rrol Wb 96 N mm Sigma_t f_pull T1 A 3 N mm Maximum axial stress Sigma_a max 99 N mm In this load combination the tangential stress is negligible Figure 9 9 Report window Results Stress Analysis Tutorial 2a 23 Continue looking at the report and scroll down to paragraph 6 3 In the table in para graph 6 3 the stress assessment is carried out the calculated stresses are compared
405. t Clay Above phreatic level kN ms 18 00 Below phreatic level kN m 20 00 Cohesion kN m 0 00 Phi deg 30 00 Cu top kN m 0 00 Cu bottom kN m 0 00 Emod top kN m 1000 00 Emod bottom kN m 1500 00 Adhesion Kyme 70 00 Add en Friction angle Delta deg 10 00 Delete Rename Poisson ratio Nu fy 0 35 Cancel Help Figure 4 4 Materials window Parameters tab Total Unit Weight The unit weight of the unsaturated soil above the user defined Above phreatic level phreatic line Total Unit Weight Below The unit weight of the saturated soil below the user defined phreatic level phreatic line Cohesion Cohesion of the soil Phi Angle of internal friction of the soil Cu top The apparent undrained cohesion c at the top of the layer Cu bottom The apparent undrained cohesion cy at the bottom of the layer Emod top Young s modulus of the soil at the top of the layer Emod bottom Young s modulus of the soil at the bottom of the layer Adhesion Adhesion of the soil The adhesion is only available if the Con struction in trench or Micro Tunneling model have been selected in the Model window section 4 1 1 Friction angle Delta Friction angle between soil and pipeline The delta friction angle is only available if the Construction in trench or Micro Tunneling model have been selected in the Model window section 4 1 1 Poisson ratio Nu Poisson ratio of the soil The Young s modulus F and the Poisson
406. t Pipe Material Data on the menu bar to open the Product Pipe Material Data window for specification of the dimensions and properties of the product pipes in the bundle Change the following values for Pipe 1 in the fields on the right side of the window Fig ure 13 1 xi Pipe material ltem name Steel Database Polyethene Material quality P Peso Young s modulus short N mm fi 000 00 Young s modulus long N mm eco 00 Allowable strength short N mm fi 0 00 Allowable strength long N mm 18 00 Tensile factor J 0 65 Outer diameter product pipe Do mm fi 60 00 Wall thickness mm fi 2 30 Unit weight pipe material kN m 19 54 Pressures Design pressure bar 4 00 Add ae 4 Test pressure bar 5 00 Delete R ename Temperature variation degC 15 00 Cancel Help Figure 13 1 Product Pipe Material Data window Click on the Add button 44 on the left side of the window to declare a pipeline with the name lt Pipe 2 gt Enter the values for Pipe 2 Table 13 1 in the fields on the right side of the window Click on the Add button on the left side of the window three times to add three more pipes Notice that the material properties of Pipe 2 are automatically copied to these pipes Use the Rename button on the left side of the window to rename the new pipes into lt Pipe 3 gt lt Pipe 4 gt and lt Pipe 5 gt Click on OK to confirm the specified product pipe mater
407. t limit m j 0 000 Geometry right limit m 420 000 Fl Line left limit m J10 000 Pl Line right limit m 2000 000 Shift Pl Line m fo 000 Pl Line number fe Cancel Help Figure 4 16 Options for Import of PL line window PL Lines Use this option to add or edit Piezometric Level lines PL lines to be used in the geometry A PL line represents the hydraulic head Hydraulic head of the water in the pores of the soil A PL line can be defined for the top and bottom of each soil layer see section 4 3 13 The bot tom soil layer is assumed to be infinitely thick Here therefore only one PL line is necessary for the top of that layer Pore pressures in this layer are hydrostatic with increasing depth LIM j x Pl Lines Points 1300 000 1 340 466 105 1 340 460 000 0 300 0 000 0 080 100 000 0 080 Delete OK Cancel Help Figure 4 17 PL Lines window Deltares 53 of 362 4 3 11 4 3 12 D GEO PIPELINE User Manual In the lower part of the window the buttons Add Insert and Delete PL lines can be used The selection box on the left can be used to navigate between PL lines that have already been defined Use the table to add edit the points identifying the PL lines It is only possible to select points that are not attached to layer boundaries section 4 3 12 Note It is only possible to manipulate the Point number column that is the coordinate columns are
408. t line in the poly line It is possible to end a poly line by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key This also stops adding poly lines al together A different way to end a poly line is to double click the left hand mouse button Then the poly line is extended automatically with an end line This end line runs horizon tally from the position of the double click to the limit of the geometry in the direction the last line of the poly line was added Therefore if the last line added was defined left to right the end line will stop at the right limit Note that by finishing adding a poly line this way it is possible to start adding the next poly line straight away 130 of 362 Deltares Graphical Geometry Input Add PL line s Click this button to add a piezometric level line PL line Each PL line must start at the left limit and end at the right limit Furthermore each consecutive point must have a strictly increasing X co ordinate Therefore a PL line must be defined from left to right starting at the left limit and ending at the right limit To enforce this the program will always relocate the first point clicked left hand mouse button to the left limit by moving it horizontally to this limit If trying to define a point to the left of the previous point the rubber band icon indicates that this is not possible Subsequently clicking on the left
409. t parameters The other parameters used in these design rules are El k Ip Jm Jeti Jeff m o Dom Lm Wgap mechanic fi f2 fs bending stiffness of the pipeline in Nm soil stiffness per length of pipeline in N m weight of pipeline per length unit in N m weight of machine per length unit in N m net weight of pipeline in the fluid per length of pipeline in N m net weight of machine in the fluid per length of pipeline in N m outer diameter of the pipeline outer diameter of the machine length of the machine the borehole diameter minus the pipeline outer diameter the mechanical pressure needed for cutting at the cutting head times the area to obtain a mechanical front force This will be added to the front force friction coefficient of roller track friction between pipeline and fluid yield strength per area in N m friction coefficient pipeline and borehole wall 28 2 3 Friction of the machine Deltares 349 of 362 28 2 3 1 28 2 3 2 28 2 4 D GEO PIPELINE User Manual Front force calculation The front force if based on the maximum allowable support pressure for tunneling below n soil layers This is determined using the following steps Calculate the maximum effective support pressure n Fook YN Xa 28 5 i 1 where y is the buoyant weight of soil layer 7 in kN m n the number of soil layers and di the thickness of soil layer 7 above the cutting head in m Calculate the max
410. t re rounding factor in N mm see Equation 25 54 Sigma_t max Maximum tangential stress in N mm see Equation 25 52 6 2 7 Report Operation Parameters Trenching Deltares 115 of 362 D GEO PIPELINE User Manual Uplift Check Due to buoyancy of an empty pipeline below the groundwater table the uplift should be checked Results are given per vertical in a table Figure 6 27 and in graphs 4 1 Uplift Check Due to buoyancy of the pipeline below the groundwater table the uplift should be checked In the subsequent calculation the safety factor for uplift is calculated based on an empty pipe 4 1 1 Uplift Factors Vertical nr Safety factor calculated Safety factor required El 1 999 00 00 2 999 00 00 3 999 00 00 4 TI 00 5 4 28 00 6 2 38 00 T 6 79 00 8 8 29 00 9 50 03 00 10 999 00 00 11 999 00 00 Figure 6 27 Report window Uplift Check section Vertical nr Number of the calculation vertical Safety factor b The calculated safety factor for uplift see Equation 27 5 in sec calculated tion 27 1 Safety factor The required safety factor for uplift as specified by the user in the required Factors window section 4 7 1 3 Hydraulic Heave Check In case of trenching in s oil layers which cover an aquifer with high pore pressures bursting of the bottom of the trench can be an installation risk which needs to be checked Results a
411. ta window QAR ww we eee 163 9 4 Bedding and load angles on the pipeline according to Figure D 2 of NEN 3650 1 163 9 5 Factorswindow Wy MM es 164 9 6 Report window Calculation pulling force filling percentage 22 165 9 7 Schematic overview of the characteristic points 165 9 8 Report window Calculation pulling force filling percentage 0 166 9 9 Report window Results Stress Analysis Tutorial 2a 166 9 10 Report window Check on calculated stresses Tutorial 2a 167 9 11 Report window Soil Mechanical Parameters Tutorial 2a 2 168 9 12 Special Stress Analysiswindow 0 0000 eee ee 169 9 13 Report window Check on calculated stresses Tutorial 2b 169 9 14 Product Pipe Material Data window Tutorial 2c 170 9 15 Report window Check on calculated stresses Tutorial 2c 171 9 16 Report window Check for Implosion Tutorial 2c 171 10 1 Pipeline configuration for Tutorial3 0 220000 173 10 2 Arching around the borehole 0002222 eee 174 10 3 View Input window Geometry tab oaoa a a ee 175 10 4 Materials window naaa 176 10 5 Phreatic Line window aasa a a 176 10 6 Layers window Materials tab o o aooo a a a 177 10 7 View Input window Geometry tab oaoa aa a 177 10 8 PL lines per Layer window nasasa a 178 10 9 Boundaries Selectionwindow 2
412. tage reaming The default value is 0 2 Circulation loss Circulation loss factor fioss during the pullback stage The factor ream and pull back default value is 0 2 Unit weight y Unit weight of the drilling fluid Ya The default value is 11 1 kN m Yield point T Yield point of the drilling fluid 7g The default value is 0 014 kN m Plastic viscosity u Plastic viscosity of the drilling fluid uar The default value is 0 00004 kN s m The annular back flow depends mainly on the size of the borehole and the pump system on the type of drilling rig used The circulation loss factor depends on the soil layers through which the drilling is performed The circulation loss factor indicates the loss of the drilling fluid in the soil surrounding the borehole The properties of the drilling fluid Yaf Tat and Haj can be obtained from the drilling fluid manufacturer Defaults menu Factors In the Defaults menu choose the Factor option to open the Factor input window The content of the window depends on the model Refer to section 4 7 1 1 for HDD Refer to section 4 7 1 2 for Micro tunneling Refer to section 4 7 1 3 for Construction in trench Refer to section 4 7 1 4 for Direct Pipe Factors for HDD If the Horizontal directional drilling option in the Mode window section 4 1 1 is selected the factors for loads and strength parameters according to either the Dutch standard NEN 3650 or the European standar
413. tal bearing capacity 2202044 23 9 1 Pipelines installed using the HDD technique 23 9 2 Pipelines installed in a trench or using micro tunneling 23 10 Vertical displacement 2 a a a 23 101 Isotache Model a e ee ee ws 23 10 2 Koppejan model lt s s sa sesa rarr ar urranna ni 29 11 Maximal axial fNCHON scia e oou aea a a a ee he a a 23 11 1 Pipelines installed using the HDD technique 23 11 2 Pipelines installed in a trench or using micro tunneling 23 12 Displacement at maximal friction ooo a 23 12 1 Pipelines installed using the HDD technique 23 12 2 Pipelines installed in a trench or using micro tunneling 23 13 Global determination of the soil type ooo a a Deltares D GEO PIPELINE User Manual 23 14 Taie load oe ee ee Ee eee Ege ef Ba eared 310 24 Drilling fluid pressures calculation 313 24 1 Minimum required drilling fluid pressure 200204 313 24 1 1 Static pressure of the drilling fluid column p4 313 24 1 2 Excess pressure to maintain flow of drilling fluid p 2 314 24 1 3 Minimum drilling fluid pressure for Stage 1 pilot pipe in the pilot hole 315 24 1 4 Minimum drilling fluid pressure for Stage 2 drill pipe in the pre ream POED Fe ere en a Ree ee Ee a A Oe es 316 24 1 5 Minimum drilling fluid pressure for Stage 3 product pipe in the borehole 316 24 2 Maximum allowable drilling fluid
414. te the length over which the pipeline is free from the borehole wall from the thruster if Jett 0 El Hag BEL X Wgap 28 11 Jett If get 0 the length is irrelevant Friction on the rollertrack Calculate the friction on the roller track by Fe LX gp x fi 28 12 where L is the length of the pipeline on the roller track Friction due to entry and exit of the bends Each of the two bends has an entry and exit point at each of these there is a soil reaction due to bending of the beam For the entry or exit of the first bend this is calculated using the following steps Determine the maximum soil reaction due to bending if no net weight is present EIX EIX AE e 7 4sin 0 3224 28 13 Ri 4 i 4 _k where A N IET Jett Then determine a ifa gt lseta 1 dmax Then calculate the contribution of the friction with EIN AFP PETA 0 8650 1 903 x a 1 28 14 i For the friction of the second bend use R instead of FR in the equations above Friction in curved sections Calculate the total force at the end of the bend First determine the total friction force F at the beginning of the bend Deltares 351 of 362 28 2 7 1 28 2 7 2 28 2 8 28 2 9 D GEO PIPELINE User Manual Case If der R gt Fo then calculate the total friction force at the end of the bend using the following equations if not calculate the total friction force according to Case Il Cy C
415. temperature variation temp The default value is 1 1 as prescribed in Table 2 of NEN 3650 2 NEN 2012b The load factor on the traffic load Tov see section 23 14 The default value is 1 35 as prescribed in Table 2 of NEN 3650 2 NEN 2012b Factor of importance S The default value is 1 for HDD as pre scribed in paragraph 6 5 of NEN 3651 NEN 20124 Maximum allowable deflection of the pipe o The default value is 15 of the pipe diameter for steel as prescribed in paragraph 11 1 5 of NEN 3651 NEN 2012d Maximum allowable deflection of the pipe for piggability 0 If this value is exceeded the pig i e tool or vehicle that moves through the interior of the pipeline for purposes of inspecting dimensioning or cleaning can be damaged or stuck The default value is 5 of the pipe diameter Maximum allowable deflection of the pipe o The default value is 8 of the pipe diameter for PE as prescribed in paragraph 11 4 1 1 of NEN 3651 NEN 201 2d Maximum allowable deflection of the pipe for piggability 6 If this value is exceeded the pig i e tool or vehicle that moves through the interior of the pipeline for purposes of inspecting dimensioning or cleaning can be damaged or stuck The default value is 5 of the pipe diameter Unit weight of water yw The default value is 10 KN m Deltares Input Safety factor cover The ratio between the maximum allowable radius of the plastic zone drained laye
416. th lubrication fluid Within a time period the lubrication fluid will consolidate and the overburden will subside into space created by consolidation The subsidence w at the surface is calculated as follows Ve a w exp Z lt 17 3 Vri where 1 is the distance in between the center of the tunnel or pipeline and the inflection point of the trough in m Zo is the depth of the center of the pipeline or tunnel in m z is the depth at which the settlement is calculated in m Vs _ is the differential volume in m m For detail on the shape factor 2 see section 26 3 Modification of the drilling line A vertical and a horizontal bending radius in the design drilling line for micro tunneling is a possibility In this tutorial the drilling line is modified in order to avoid drilling through the peat layer 236 of 362 Deltares Tutorial 10 Subsidence after micro tunneling R 5000m top view 190m 90m entry X q 390m exit X Figure 17 2 Pipeline configuration of Tutorial 10 Often the horizontal bend is part of one of the vertical bending radii In case the horizontal bending radius coincides with part of a vertical bending radius a combined 3 dimensional bending radius is formed For the design of the horizontal directional drilling line the pull back force and the strength calculation it is necessary to determine the value of the 3 dimensional bending radius The value of the three dime
417. the possibility of collapse in of the soil in front of the micro tunneling shield causing subsidence the soil at the front is kept stable by maintaining a minimal face pressure Depending on the soil type the minimal support pressure can be calculated using Jancsecz and Steiner theory drained behavior of the soil Jancesz and Steiner 1994 or Broms and Bennermark theory undrained behavior of the soil Broms and Bennermark 1967 In this tutorial the soil layer which consists of silty sand exhibits drained soil behavior A maximum support pressure should not be exceeded to prevent uplift of the soil above the micro tunneling machine or a blow out of drilling fluid towards the surface The support pres sure at which the soil deformations are minimal during drilling should be in between the two limits At the neutral pressure the face support pressure is in equilibrium with the current horizontal soil pressure 48 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 49 Click Results and select Operation Parameter Plots from the menu bar to open the Oper ation Parameter Plots window Deltares 213 of 362 D GEO PIPELINE User Manual Face support pressure 2 5 g 4 a 5 3 z g amp T T T 60 0 50 0 L coordinate m Maximum face support pressure Neutral pressure Minimal face support pressure Figure 14 18 Operation
418. the Program Options window section 3 2 3 Select the Database tab in the Materials window to see the available soil types Select a soil type and use the mport button EJ to import the soil type with associated properties Materials xi Parameters Database I Material name Materials Sand compact San Sand moderate Clay moderate Clay compact Clay clean moderate Clay clean stiff Clay clean weak Clay organ moderate Clay organ weak Clay sl san moderate Clay sl san stiff Clay sl san weak Clay ve san stiff Dense Sand Gravel Gravel sl sil loose Gravel sl sil moderate Gravel sl sil stiff Gravel ve sil loose Gravel ve sil moderate Gravel ve sil stiff Loam Loam sl san moderate Loam sl san stiff Loam sl san weak Cancel Help Figure 4 7 Materials window Database tab Add Insert ai Delete Rename 4 3 Geometry menu On the menu bar click Geometry to display the menu options These options are explained in the following sections 2000o 29090090 New section 4 3 1 Start creating a new geometry manually New Wizard section 4 3 2 Create a new geometry using a wizard Import section 4 3 3 Import a geometry file in the D series exchange format Import geometry from database section 4 3 4 Import geometry from a database Export section 4 3 5 Save a geometry file for exchange with other Deltares Systems programs Export
419. the Project Properties window 8 Fill in lt Tutorial 13 for D GEO PIPELINE gt and lt Pipeline installation by direct pipe gt for Title 1 and Title 2 respectively in the dentification tab 9 Inthe other tab of the Project Properties window modify if not already done some defaults values according to Figure 20 3 in order to make the graphical geometry more understand able 10 Click OK xl Identification View Input Display Labels IV Info Bar IV Points IV Legend IV Calculation Verticals Same Scale for x and y Axis IV Layers IV Layer Colors Layer labels as 7 Rulers Layer Numbers i C Material Numbers M Origin C Material Names I Large Cursor IV Calculation Verticals Grid IV Show Grid IV Points IV Snap to Grid Grid distance m 1 000 Cancel Help Figure 20 3 Project Properties window View input tab Geometry Firstly the geometry of Figure 20 1 needs to be given in D GEO PIPELINE In order to do this the following actions should be performed 11 First enlarge the dimensions of the geometry window by selecting the left boundary by clicking the left mouse button then click the right button and select Properties This will result in the coordinate window for the left boundary as shown in Figure 20 4 Enter coor dinate X of lt 100 m gt Deltares 269 of 362 D GEO PIPELINE User Manual 12 13 14 15 16 17 18 x Limit at left side m foo Ceni Figure 20 4 Left L
420. the e log 7 plot is linear Steepening occurs for relatively small load increments and is due to changing the origin of time to the start of the new increment Flattening occurs for relatively large load increments The linear relationship with intrinsic time therefore allows a more accurately identification and interpretation of the creep tail Deltares 305 of 362 D GEO PIPELINE User Manual 23 10 2 Koppejan model Figure 23 10 Koppejan settlement Four different situations can be distinguished for Koppejan Ifthe vertical effective stress is smaller than the pre consolidation pressure the primary settlement can be calculated from Ahom 1 lt o lt 23 42 n ox Oo oy ho Cp 00 a lf the vertical effective stress is larger than the pre consolidation pressure the primary settlement can be calculated from Ahprim 1 Op 1 g 1 l j l oo lt Op lt 23 43 ho Cp 2 a a A iis If vertical effective stress is smaller than the pre consolidation pressure the secondary settlement for one loading can be calculated from Alec 1 l t l g lt d lt 23 44 n 7 al og fo Oo lt o lt Op Ifthe vertical stress is larger than the pre consolidation pressure the secondary settle ment for one loading can be calculated using Equation 23 45 Ahsec 1 t Op 1 t a j l j l In he a og n 2 Ci og f n A Oo lt Op lt O 23 45 where Cp is
421. the entry point and From right to left i e the right point is the entry point X1 X co ordinate of the beginning point of the horizontal bending see Fig ure 4 28 62 of 362 Deltares 4 6 1 2 Input Y1 Y co ordinate of the beginning point of the horizontal bending see Fig ure 4 28 X2 X co ordinate of the ending point of the horizontal bending see Fig ure 4 28 Y2 Y co ordinate of the ending point of the horizontal bending see Fig ure 4 28 Radius Radius of the horizontal bending called Ayending in Figure 4 28 Direction From the drop down menu select the direction of the horizontal bend ing Left or Right For example the horizontal bending of Figure 4 28 has a left direction Top view Y X2 Y2 Xrighti Yright l zj 5 i Xright Zright f i Xleft tent entry s Xleft Zeno Figure 4 28 Schematization of the pipeline HDD Needless to say the coordinates must be defined properly For example the X coordinate of the right point must have a higher value than the coordinate of the left point The pipeline configuration is given at the center of the pipe Itis assumed that during all drilling stages pilot drill and pullback the defined center of the pipeline is the same From each pipe the diameter of the pipe as well as the diameter of the hole must be known Pipeline Configuration for Micro tunneling If the Micro tunneling option in the M
422. the pipeline after finishing the installation is dependent on the soil pipeline interaction which is in turn largely dependent on the soil behavior As described in sec tion 10 2 arching develops completely in incompressible soil layers while in compressible layers the reduced soil load on the pipeline is higher due to compression of the soil next to the pipeline 21 Click GeoObjects and select Boundaries Selection on the menu bar to open the Bound aries Selection window for specification of the soil behavior 22 Choose the boundary between the Drained and undrained layers on top of layer number lt 1 gt Figure 21 5 This choice results in drained behavior of layer number 1 23 Choose the boundary between the Compressible and uncompressible layers on top of layer number lt 1 gt This choice results in full development of arching in layer number 1 while in layer number 2 arching is not fully developed 24 Click OK to close this window Boundaries Selection x Boundaries Top of layer Drained and undrained layers Compressible and uncompressible layers fi Cancel Help Figure 21 5 Boundaries Selection window 21 5 Calculation and Results The results of the calculation are shown in the D GEO PIPELINE report which is created auto matically after finishing the calculations 25 To start the calculations click Calculation and select Start on the menu bar or press the function key F9 The pipe stress analysis is des
423. the primary compression coefficient below pre consolidation pressure 306 of 362 Deltares Calculation of soil mechanical data Cp is the primary compression coefficient above pre consolidation pressure Cs is the secondary compression coefficient below pre consolidation pressure Cs is the secondary compression coefficient above pre consolidation pressure Ahprim is the primary settlement contribution of a layer in m ho is the initial layer thickness in m 00 is the initial vertical effective stress in kN m Op is the pre consolidation pressure in KN m Ahsgec is the secondary settlement contribution of a layer in m is the time in days to is the reference time in days 23 11 Maximal axial friction The friction between the pipe wall and the surrounding soil depends on the relative displace ment between the pipe wall and the soil When the relative displacement between the soil and the pipe reaches a maximal value the friction does not increase anymore The friction depends on The stresses around the pipe The adhesion between the soil and the pipe wall The roughness of the pipe wall The angle of friction of the soil 23 11 1 Pipelines installed using the HDD technique The maximal axial friction along the pipeline can be put in the Engineering Data window section 4 6 3 as parameter f friction between pipe drilling fluid The conditions directly after the installation are considered as critical
424. the trench and the bottom of the pipeline width End trench X X co ordinate of the end point of the last trench section End trench Y Y co ordinate of the end point of the last trench section End trench Z Z co ordinate of the end point of the last trench section Deltares 65 of 362 D GEO PIPELINE User Manual 4 6 1 4 Pipeline Configuration for Direct Pipe If the Direct Pipe option in the Model window section 4 1 1 is selected the Pipeline Config uration window shown in Figure 4 32 is displayed For Direct pipe a borepath with two bends and three straight sections is assumed The path is defined according to Figure 4 31 Exit point ET Ze thruster Figure 4 31 Bore path definition for Direct Pipe method Pipeline Configuration xi XY co ordinates Left point co ordinate m ooo Left point Y co ordinate m foooo o Left point Z co ordinate m fuze Right point X co ordinate m frzocoo Right point Y co ordinate im foooo Right point Z co ordinate m foso Angles entry exit Angle left deg 8 00 Angle right deg 18 00 Bending radius Bending radius left m 2000 000 Bending radius right m 2000 000 Bending radius pipe on rollers m 1600 000 Pipe between radii Lowest level of pipe m feeo00 Angle of pipe deg 0 00 Roller Segmentlength m 10 00 Slope constant length m 10 00 Pulling direction product pipe From leftto right C From right to left Figure 4 3
425. tic line for calculation of the groundwater pressures can be selected 24 Choose PL line nr lt 1 gt only one phreatic line is available and click OK x Select the PlLine by number which acts as ho phreatic line Cancel Help Figure 20 7 Phreatic Line window 20 3 3 Layers 25 Click Geometry and select Layers on the menu bar to assign the soil properties to the soil layers in the longitudinal cross section To assign a material to a layer select the Material tab Deltares 271 of 362 D GEO PIPELINE User Manual 26 Assign the properties of the defined layer Silty Sand to layer nr 1 in the longitudinal cross section The available soil layers with defined properties are shown in left column of the materials window The layers in the longitudinal cross section are shown in the right column of the materials window The defined properties are assigned to layer nr 1 by clicking the arrow in between the columns This will result in the Material tab shown in Figure 20 8 xl Boundaries Materials Available materials Layers Nab Wairoro Soft Clay gt E Silty Sand Medium Clay Stiff Clay Peat Loose Sand Dense Sand Sand _ Gravel Loam Muck Undetermined OK Cancel Help Figure 20 8 Layers window Materials tab 27 Click OK to quit the window and return to the geometry window to watch the change of layer name in the legend 20 3 4 PL Lines per Layers 28 Click Geometry and select P
426. tic line is treated as if it was a PL line and can also be used as such The PL line acting as the phreatic line is determined while the geometry is being defined If no phreatic line is entered then all the soil is assumed to be dry Stress by soil weight The total stress at depth z due to soil weight is Yunsat X Z F a ae 29 1 l Yunsat X Zwater Ysat X Zwater D z if Z lt Zwater l where Yunsat S the unit weight of soil above phreatic level in kN m Ysat is the unit weight of soil below phreatic level in kN m z is the vertical co ordinate in m Zwater iS the vertical co ordinate of the phreatic level in m Distribution of stress by loading D GEO PIPELINE uses Boussinesq s formula Boussinesq 1885 to determine the additional vertical stress due to the surcharge loads Stress increment caused by a line load Figure 29 2 Stress distribution under a load column The vertical stress increment Ac due to a line load Q is 2 AT A cost 29 2 T Z where z is the depth in m 354 of 362 Deltares Effective Stress and Pore Pressure Q isthe line load in kN is the angle with the vertical in radians 29 4 2 Stress increment caused by a strip load 29 5 The stress increments in a point x y due to a strip load can be found by integration of the line load along the width 2 dx of the strip load in Equation 29 2 Abad 1 2 sin G1 cos d1 sin d2 cos Go 29 3
427. tion about allowable radius 92 of 362 Deltares Calculations 5 3 2 Error messages If errors are found in the input no calculation can be performed and D GEO PIPELINE opens the Error Messages window displaying more details about the error s Those errors must be corrected before performing a new calculation To view those error messages select the Error Messages option from the Help menu section 3 3 1 They are also writing in the err file They will be overwritten the next time a calculation is started D Error Messages x D Geo Pipeline Run identification Vitens Centale as 16 7 2013 11 38 54 End of D Geo Pipeline file The pipe diameter is less than two times the wall thickness for pipe nr Figure 5 2 Error Messages window Deltares 93 of 362 D GEO PIPELINE User Manual 94 of 362 Deltares 6 View Results 6 1 Report selection On the menu bar click Results and then choose Report Selection to open the corresponding input window in which the content of the final report can be selected D Report Selection xi 1 Table of Contents 2 Input Data 2 1 Model used 2 2 Layer Boundaries 2 3 PL Lines 2 4 Phreatic Line 2 5 Soil Profiles 2 6 Selected Boundaries 2 7 Configuration of the Pipe Line 2 8 Calculation Verticals 2 9 Material Types 2 10 Pipe Material Data 2 11 Pipe Engineering Data 2 12 Geometry V 2 12 1 Geometry Section Detailed Picture
428. tion between pipe and drilling fluid f2 0 000050 N mm Friction coefficient pipe soil f3 0 20 Maximal modulus of subgrade reaction ky max 62287 kN m Figure 12 6 Report window General Data The minimum bending radius is used to calculate the stresses in the pipeline In the assess ment table in paragraph 6 3 of the report the influence of a smaller bending radius is visible higher axial and tangential stresses in both the installation stages and the operational stage after installation 12 4 Conclusion This tutorial models a horizontal bending in the pipeline configuration The calculated pulling forces increase compare to the case without horizontal bending presented in Tutorial 3 Deltares 195 of 362 D GEO PIPELINE User Manual 196 of 362 Deltares 13 Tutorial 6 Installation of bundled pipelines 13 1 This sixth tutorial considers installation of a bundle consisting of five polyethylene pipelines by using the technique horizontal directional drilling The exercise focuses on the background of the automatic bundle calculation in D GEO PIPELINE The objectives of the exercise are To calculate the drilling fluid pressures for the pull back operation To calculate the pulling force on the bundled pipelines during the pull back operation To perform an automatic pipe stress analysis for the pipelines in the bundle The following module is needed D GEO PIPELINE Standard module HDD This
429. tively in the Identification tab Click OK Geometry of the longitudinal cross section This tutorial considers a layered soil sequence The typical Dutch soil sequence of a peat layer on top of a silty sand layer will be considered The peat layer is compressible and exhibits a low permeability while the sand layer is assumed incompressible and exhibits a high permeability The new soil layers should be specified in the geometry window 8 9 216 of 362 In the View Input window switch to the Geometry tab to edit the existing soil layer se quence Click the Add polyline s button from the Edit panel to draw an additional line which rep resents the lower boundary of the peat layer on top of the silty sand layer The coordinates of the cursor are given in the lower left side of the geometry window Make the polyline by clicking on the subsequent co ordinates Figure 15 2 Click the right mouse button to escape from the polyline drawing L Co ordinate Z Co ordinate m m 4 1 100 000 4 500 2 40 000 4 500 3 20 000 10 000 4 100 000 10 000 5 123 000 2 000 6 200 000 2 000 Figure 15 2 Co ordinates of the lower boundary of the Peat layer before enlarging the right limit Deltares Tutorial 8 Uplift and thrust forces for micro tunneling 10 After finishing the polyline mis clicks can be corrected using the Edit button select points of the polyline by clicking on it with the left mouse button Once
430. tle 1 and Title 2 respectively in the dentification tab 9 Inthe other tab of the Project Properties window modify if not already done some defaults values according to Figure 14 3 in order to make the graphical geometry more understand able 10 Click OK Project Properties k a m a a ka m ka 4 Figure 14 3 Project Properties window View input tab Deltares 205 of 362 14 3 D GEO PIPELINE User Manual Geometry Firstly the geometry of Figure 14 1 needs to be given in D GEO PIPELINE In order to do this the following actions should be performed 11 12 13 14 15 16 17 18 First enlarge the dimensions of the geometry window by selecting the left boundary by clicking the left mouse button then click the right button and select Properties This will result in the coordinate window for the left boundary as shown in Figure 14 4 Enter coor dinate X of lt 100 m gt x Limit at left side m 100 000 Coon Figure 14 4 Left Limit window Repeat the previous described actions for the right boundary and shift the boundary to coordinate X of lt 200 m gt The width in between the left and the right boundary is now 300 m Select the drawing button Zoom limits appears in the center of the screen Unselect the drawing button Automatic regeneration of geometry on off El from the Tools panel Select the drawing button from the Edit panel Add single line 1 to draw the surfa
431. to display the complete drawing 2 Same scale for X and Y axis Click this button to use the same scale for the horizontal and vertical directions Automatic regeneration of geometry on off When selected the program will automatically try to generate a new valid geometry whenever geometry modifications require this During generation poly lines solid blue are converted to boundaries solid black with interjacent layers New layers receive a default material type Existing layers keep the materials that were assigned to them Invalid geometry parts are converted to construction elements Automatic regeneration may slow down progress during input of complex geometry because validity will be checked continuously Undo Click this button to undo the last change s made to the geometry Deltares 131 of 362 D GEO PIPELINE User Manual Redo Click this button to redo the previous Undo action Delete x Click this button to delete a selected element Note that this button is only available when an element is selected See section 7 5 2 for more information on how using this button 7 3 3 Legend At the right side of the View Inout window Figure 7 2 the legend belonging to the geometry is shown This legend is present only if the Legend check box in the View Input tab of the Project Properties window is activated see section 4 1 2 EA oz 3 a R Figure 7 2 View Input window Ge
432. to friction and can therefore be neglected The thrust force Fm due to friction can be calculated as follows Fn 1 D x Lx M 26 8 where D is the diameter of the pipeline or the tunnel in m L is the length in m M isthe friction between the soil and the pipe per surface area in kN m The friction M is defined in the Engineering Data window section 4 6 3 3 where two cases are considered friction with or without injection of lubricant The friction per surface area is partly determined by the soil type through which the micro tunneling is carried out but is mainly determined by the overcut and the usage of lubricants which reduce the friction in between the tunnel or pipeline and the surrounding soil Since the bending radii of the curves in a micro tunneling drilling line are generally smooth the soil reaction forces in the curves are not considered in D GEO PIPELINE Deltares 339 of 362 26 2 26 3 D GEO PIPELINE User Manual Uplift Safety Due to buoyancy of the pipeline below the groundwater table the uplift should be checked Fupiit lt fupiittat 26 9 where fupiit al is the allowable safety factor on uplift as defined in the Factors window see section 4 7 1 2 The forces acting on the pipeline are the uplift force T IJupit 7 D x yw 26 10 the weight of the pipeline pipe T x D3 Do 2dn x 26 11 The effective weight of the pipeline is defined as Jett Jpipe u
433. to the maximum allowable deflection see section 25 7 for background information The deflection of the pipeline is 0 8 mm 1 6 x Do The maximum allowable deflection of the pipeline is 4 0 mm 10 0 x S x Do The deflection is allowable For piggability the maximum allowable deflection of the pipeline is 3 5 mm 7 0 x Do The deflection is allowable Figure 6 20 Report window Check on deflection section Check for implosion only for PE pipe This calculation is performed only for a polyethylene pipe The maximum allowable external pressure is calculated see section 25 8 for background information in the short and long term for the pullback operation Stage 2 and the pipeline in operation Stage 3a respectively 6 3 4 Check for ImplosionPipe 1 During the pullback operation the drilling fluid gives an external pressure The highest minimum required drilling fluid pressure during the pullback operation is 594 kN m this is less than the maximum allowable external pressure of 1022 kN m f the pipe is completely filled during the pullback operation the fluid gives an internal pressure of 520 kN m This taken in account the total allowable pressure becomes 1542 kN m This is more than the maximum external pressure n operation the water pressure at the lowest point of the drilling gives an external pressure The maximum water pressure equals 352 kN m this is more than the maximum allowable external pressure of 1
434. to view a window displaying all the vital statistics of the input data Note that in the window construction lines are called free lines This option is a special feature that edits the material properties of lay ers It is possible to click anywhere in a layer and directly choose this option to edit its properties Figure 7 19 Clicking outside the geometry layers will display the menu with the Layer Properties option disabled as there is no layer for which properties can be displayed 139 of 362 D GEO PIPELINE User Manual Delete All Loose This option will delete all loose lines Loose lines are actually construc Lines tion lines that are not part of the boundaries or PL lines therefore all lines displayed as solid blue lines With this option it is possible to quickly erase all the leftover bits of loose lines that may remain after converting lines to a geometry Delete All Loose This option will delete all loose points Points Cn x Material type Unit weight dry kN re 14 00 Information on current material ype Unit weight wet kN me 14 00 onen Figure 7 19 Layer window Property editor of a layer rome 26 x co ordinate m 56 000 Z co ordinate m j 1 000 Y co ordinate m 0 000 Cancel Figure 7 20 Point window Property editor of a point D Boundary 3 xj 0 000 38 906 46 965 75 000 Figure 7 21 Boundary window
435. trength at short term in KN m Rep iong is the allowable strength at long term in kN m S is the factor of importance as defined in the Factors window see section 4 7 1 1 Deflection of the pipe According to article D 4 2 case 5 HDD of NEN 3650 1 NEN 2012a the deflection of the pipeline is D x r A Aa ky X dnrv 0 083 X dhe ks X ar 25 65 where qn rw is the corrected neutral reduced vertical stress qn see section 23 3 increased with a possible traffic load qy see section 23 14 including safety factors in kN m Gnyrv fant x fonz x Gost Gy qhr _ is the neutral reduced horizontal stress in kN m see Equation 23 12 Or is the soil reaction in kN m see Equation 25 11 with R the minimum bending radius ky is the direct deflection coefficient depending on the bedding angle 8 see Ta ble 25 12 ky is the indirect deflection coefficient depending on the bedding angle 3 see Ta ble 25 12 fan is the load factor on soil stress qn as defined in the Factors window see sec tion 4 7 1 1 The default value is set to 1 5 for steel and 1 for polyethylene fanz is the contingency factor on soil stress qn as defined in the Factors window see section 4 7 1 1 The default value is set to 1 1 Ey isthe Young s modulus of the pipe For PE the modulus at long term is used Implosion of the polyethylene pipe According to article 8 5 5 1 of NEN 3650 3 for polyethylene the maximum allowable external
436. tutorial is presented in the file Tutorial 6 dri Introduction to the case The calculations required for the installation of bundled pipelines using the horizontal direc tional drilling technique are rather similar to those for the installation of a single pipeline Differences exist in the calculations For the minimal required drilling fluid pressure during the pull back operation For the pulling force during the pull back operation For the pipe stress analysis differences in assumptions Ad 1 Of course the available space for the back flow of the drilling fluid is different in case of a bundled pipeline For calculation of the minimal required drilling fluid pressure D GEO PIPELINE assumes flow of the drilling fluid through the space in between the bundle and the borehole wall and through the space in the bundle in between the pipelines Ad 2 Important parameters for the calculation of the pulling force during the pullback operation are the total effective weight of the filled pipelines in the bundle and the total stiffness of the bundle which determines the soil reaction force in curved sections of the drilling line In D GEO PIPELINE the pulling force is calculated for an equivalent pipeline with the weight and stiffness parameters of the bundled pipelines i l Eleqg J Ei 13 1 n ST T 2 Gio 7D D Doi 2dni x Ji 13 2 n where n is the total number of pipelines in the bundle Do is the out
437. uid Average friction angle over the height of the borehole Percentage of compaction depending on the type of fill and type of compaction Effective isotrope stress 04 a of 2 Vertical effective stress at the compressibility border Effective horizontal stress at the pipe center o K x sigma Effective vertical stress at the pipe center Stress analysis data Deltares Factor of friction between pipe and pipe rollers Friction between pipe and drilling fluid Factor of friction between pipe and soil Direct re rounding factor Indirect re rounding factor Curved force Moment coefficient for directly transmitted stress at the bottom of the pipeline depending on the bedding angle 8 Moment coefficient for indirectly transmitted stress at the bottom of the pipeline depending on the bedding angle 8 Moment coefficient for directly transmitted stress at the top of the pipeline depending on the bedding angle 3 kN m m m Radians Radians 15 of 362 D GEO PIPELINE User Manual Tp dr Qeti filling uplift pipe Moment coefficient for indirectly transmitted stress at the top of the pipeline depending on the bedding angle 3 Direct deflection factor depending on the bedding angle 8 Indirect deflection factor depending on the bedding angle 3 Length of the curved part of the pipeline Length of the pipeline on the roller lane Length of the pipeline from the entry to the exit point Length of the pipeline in the stra
438. ulation in paragraph 3 1 Figure 11 8 and the calculation of the soil mechanical pa rameters in paragraph 4 1 4 Deformations 4 1 Settlements of soil layers below the Pipeline olojojolfojoljololjolo o Figure 11 8 Report window Settlements along pipeline 32 Click File and select Export Results as csv the soil mechanical parameters on the menu bar to create an export file with 33 Click on the Save button The export file is saved on the same directory as Tutorial 4 and can be opened using the Excel program for example see Figure 11 9 ea ae Fal Te Nos L M o N sare Iae S EL 1 2 E ea 5 1 2 3 4 5 6 7 8 9 10 1 12 13 14 15 16 7 18 19 20 21 6 Header Header Header Header Bunde Bunde Bund e Bunde Bunde Bunde Bunde Pipe Pipe Pipe Pipe Section Section Section Section Section Section S g Axial Axial Axial Axial Horizontal Horizontal H 2l k n 5 i 5 F 5 z i 3 S J 9 Company Software Date Time PI PIG Pie P2 amp P20 P2 LengthPipiPipenr Diameter TThickness Material Tu Section nr x y z From Curved D AoH H Iyyyy mmc hh mm ss m Im Im Im Im Im Im mm mm Im Iml Im Iml boolean n at D Geo Pip 22 7 2013 23 06 10 80 0 32 180 o 232 284 06 1 400 364 Polyethene 1 80 o 232 10 35 ToDoBool 12 Gec 2 7 2013 _23 06 10 80 o 23 180 o 232 284 06 1 400 364 Polyethene 2 60 O 299 3
439. ult is 1 05 N is the face stability ratio as defined in the Factors window see section 4 7 1 2 Deltares 335 of 362 D GEO PIPELINE User Manual is the vertical effective stress at the shield center in kN m see Equation 29 5 u is the pore pressure see Equation 29 4 d The required stability index NV depends upon the depth diameter ratio of the tunneling ma chine In Figure 26 1 the upper and lower boundaries according to Davis ef al 1980 are described N Lower bound Upper bound Figure 26 1 Upper and lower bound for the stability ratio N Davis et al 1980 Minimal support pressure in drained conditions In granular soils which behave drained during drilling the minimal support pressure based on 3 dimensional effects can be calculated using the method which is developed by Jancesz and Steiner 1994 The minimal effective stress required for stability of the soil next to the shield is defined as follows On ion x Kas X o 26 3 The total minimal support pressure is drained layers ming can be calculated as follows Omind fon X Ko MG V fy X u 26 4 where Ti is the safety factor on water pressure as defined in the Factors window see sec tion 4 7 1 2 default is 1 05 fon is the safety factor on horizontal effective stress as defined in the Factors window see section 4 7 1 2 default is 1 5 Kas is a3 dimensional coefficient of active earth pressure see Equation 26 5 u is t
440. unneling Boring Machine MTBM The subsidence mechanism is described in detail in section 26 3 To reduce the friction between pipe and wall of the drilling hole and allow the optional use of friction reducing fluids the drilling diameter A is usually somewhat larger then the pipe diameter r R r Figure 17 1 Bore hole section The space created between pipe and wall is called overcut the distance R r See sec tion 4 6 2 2 for entering the overcut The overcut is generally filled by lubrication fluid depend ing on the type of lubrication fluid the amount of filling may reduce during or after installation Part of the soil above subsides during operation Compaction consolidation of the lubrication fluid after installation The volume loss as percentage of the overcut area is defined as Vz un R 1 17 1 Deltares 235 of 362 17 1 2 D GEO PIPELINE User Manual Note If one wants to model subsidence due to drilling with a low face support pressure or to model the influence of densification of granular soils this value may be set above 100 The volume loss causing subsidence is in D GEO PIPELINE based on the expected overcut of the soil 7 Y Vs 4 Do 2 lva D3 17 2 where Uv is the percentage volume loss in Vs is the differential volume in m m D is the pipe diameter in m lovercut is the overcut on radius in m The volume created by the over cut is initially filled wi
441. ur combinations are given in Table 25 17 to Ta ble 25 20 Opy is the tangential stress due to design pressure in kN m Optest S the tangential stress due to test pressure in kN m Oxi is the axial stress in KN m Oyi is the tangential stress in KN m Deltares 331 of 362 D GEO PIPELINE User Manual Ym is the partial material factor as defined in the Product Pipe Material Data window see section 4 6 2 1 Ym test is the partial material factor for test pressure as defined in the Product Pipe Ma terial Data window see section 4 6 2 1 Rep is the yield strength in KN m as defined in the Product Pipe Material Data window see section 4 6 2 1 Re29 isthe yield strength at a temperature of 20 c in kN m Table 25 17 Set for calculation of the maximum stresses for load combination 1A Top outside Top inside Bottom inside Bottom outside Ox Of A X Ob Oi A X Op Or tQ X Ob Or HQ X Ob dy 0 0 0 0 Table 25 18 Set for calculation of the maximum stresses for load combination 1B Top outside Top inside Bottom inside Bottom outside Oy Oy AX Op Or AX Op Or Q X Op Or Q X Ob Oy 9arst Ogri T qr b O qrib Table 25 19 Set for calculation of the maximum stresses for load combination 3 Top outside Top inside Bottom inside Bottom outside Ox 2 0 0 0 0 Oy 2 T
442. ure 19 18 the minimum calculated safety factor for Hydraulic Heave is 1 46 which is more than the required factor of 1 20 4 2 Hydraulic Heave Check n case of high groundwater pressures in a water bearing soillayer below the trench the safety factor for heave of he trench bottom should be evaluated Subsequently the safety factors for heave are based on groundwater pressures at the top of layer 1 Silty Sand are calculated 4 2 1 Hydraulic heave of the trench bottom Vertical nr Safety factor calculated Safety factor required i 1 1 22 1 20 2 1 22 1 20 3 1 24 1 20 4 1 27 1 20 5 1 31 1 20 6 1 29 1 20 T 1 31 1 20 8 1 28 1 20 9 1 20 1 20 10 1 20 1 20 11 1 22 1 20 Figure 19 18 Report windows Hydraulic heave of the trench bottom section Tutorial 12c Deltares 265 of 362 D GEO PIPELINE User Manual 266 of 362 Deltares 20 Tutorial 13 Face support and Thrust force for the Direct Pipe 20 1 method This tutorial considers installation of a pipeline using the direct pipe method The pipeline consists of steel pipe sections The exercise focuses on the basic calculation set up for direct pipe in D GEO PIPELINE The objectives of the exercise are To make a schematization of the pipeline installation by direct pipe To evaluate the minimal required and maximal allowable shield pressure at the face of the tunneling machine To evaluate the thr
443. ure 4 39 Product Pipe Material Data window Synthetic pipe Micro tunneling model Material quality Description of the material quality The data in this field is used in the report Outer diameter product Outer diameter of the product pipe Do in mm pipe Do 72 of 362 Deltares Input Overcut on radius Difference between the hole radius and the outer radius of the product pipe overcut in mm Wall thickness Wall thickness of the pipe dn in mm Young s modulus short Modulus of elasticity of the pipe E at short term in N mm Young s modulus long Modulus of elasticity of the pipe Ep at long term in N mm Unit weight pipe material Unit weight of the synthetic material yp in kN m The de fault value is 9 54 kN m 4 6 2 3 Product Pipe Material Data for Direct Pipe 4 6 3 If the Direct Pipe option in the Model window section 4 1 1 is selected click Pipe on the menu bar and then choose Product Pipe Material Data to open the Product Pipe Material Data window in which the characteristics of the pipe material can be entered For both the pipe as well as the machine different parameters need to be specified Figure 4 40 Product Pipe Material Data i x Material quality 5 APX70 Negative wall thickness tolerance e Yield strength N ram 7 a830 Partial material factor H fi Partial material factor test pressure H fo Young s modulus N mm 4 feovoo0 00 Outer diameter produ
444. ust force The following modules are needed D GEO PIPELINE Standard module HDD Direct Pipe module The result of this tutorial is presented in the file Tutorial 13 dri Introduction to the case The direct pipe method enables to lay a prefabricated pipeline in one single continuous work ing operation into the ground with the aid of the thrust unit pipe thrust As with pipe jacking earth excavation is executed by means of a navigable micro tunnelling machine which is di rectly coupled with the pipeline The tunnel face is slurry supported a bentonite suspension is often used for controlled excavation of the soil In this tutorial a steel pipeline in a single sand layer is modeled The calculated shield pressure will be evaluated as well as the thrust force The pipeline configuration is shown in Figure 20 1 100m 900m entry X exit X 7 eae N A Figure 20 1 Pipeline configuration for Tutorial 13 The soil properties of the silty sand layer are provided in Table 20 1 Deltares 267 of 362 20 2 D GEO PIPELINE User Manual Table 20 1 Properties of the silty sand layer Tutorial 13 Dry unit weight kN m 18 Wet unit weight kN m 20 Cohesion kN m 0 Angle of internal friction 30 Undrained strength top kN m 0 Undrained strength bottom kN m 0 E modulus top kN m 10000 E modulus bottom kN m 15000 Adhesion kN m 0 Friction angl
445. ut the D GEO PIPELINE project Pipeline data Horizontal soil mechanical data at the left and right of the pipe Vertical soil mechanical data at the top and bottom of the pipe 232 of 362 Deltares Tutorial 9 Settlement and soil mechanical parameters for micro tunneling Water data Axial soil data for friction For more information refer to section 3 1 2 16 7 Conclusion A pipe stress and settlement analysis has been performed for a polyethylene pipe in a layered soil The inputs and results of this calculation have been exported in a csv file in order to perform an extended stress analysis using an other program Deltares 233 of 362 D GEO PIPELINE User Manual 234 of 362 Deltares 17 Tutorial 10 Subsidence after micro tunneling 17 1 17 1 1 This tutorial provides some detail on subsidence calculations in D GEO PIPELINE Subsidence is related to surface level changes due to excavation of the subsurface by the micro tunneling machine The objectives of the exercise are To enter a non linear bore path To evaluate the subsidence along the pipeline The following modules are needed D GEO PIPELINE Standard module HDD Micro Tunneling module This tutorial is presented in the file Tutorial 10 dri Introduction to the case Volume loss along the tunnel excavation Subsidence is related to the volume loss along the tunnel excavation e g the excess soil removed by the Micro T
446. ver in the US From 1979 onwards the HDD technique gradually broke through internationally The first application in The Netherlands was in 1983 1984 for the construction of a gas pipeline under the Buiten IJ in Amsterdam Unlike conventional construction methods the HDD technique can be used to construct pipelines without digging trenches and pits for example using sag pipes pipe jacking or micro tunneling And it also significantly shortens the construction time 10 of 362 Deltares General Information After the first application of the HDD technique the NV Nederlandse Gasunie Dutch Gas Corporation took the initiative to form a research team to investigate the new construction technique GeoDelft was a member of that research team which investigated the construction of two pilot projects in the Netherlands The two pilot horizontal directional drillings were carried out in 1985 While the pipeline was being installed measurements were taken to gain a greater understanding of the behavior of the soil around the borehole The results of the research were used to define preliminary guidelines that must be taken into account when designing and constructing pipelines using the HDD method Since the first pilot projects a large number of HDD s have been carried out and the HDD technique has become a quick and reliable method for constructing cables and pipelines under waterways and other objects Continuation of the research has
447. w of drilling fluid Calculated flow rate Q The calculated flow rate Q is the contribution of five components Q Q11 Qi2 Q2 Q31 Q32 24 4 with Ta R3 dp R Rs 2 2 Ro l2 1 2 In fe i Qin 2n TF A IR A Ro In R 5 Fo 5 Calo 24 5 tars dp R r4 r 1 1 Qi 27 a A Iya 5 ye z In 58 zO 24 6 1 2 2 2 Tat dp R ro 2 ro 2A 1 C 24 7 Cema al ig de dia n 2 z ord Tat 3 dp R ri 2f 2 Ti l 2 1 2 l 24 Q3 1 2T E ry dz Aidt 4R A T4 n R 31 zlari 8 Tdf 3 dp Re 1 2 24 Q3 2 27 zri da a Al C4 24 9 where 314 of 362 Deltares Drilling fluid pressures calculation Tot is the yield point of the drilling fluid as defined in the Drilling Fluid Data window section 4 6 4 in KN m Hat is the plastic viscosity of the drilling fluid as defined in the Drilling Fluid Data window section 4 6 4 in kN s m The constants are 2Tat X To To 2 X 24 10 R x 2 Ry 5 a 2 C x Iro X In Rol 2 xh i R x Ry i Ry Ry Ry 24 11 Cie ns 24 12 Ri x l 2Tat r ap ro 24 13 dz To is the solution to the following equation 2 Tor 2QTat Ro 1 dp 2 2 Tatro 1 In ap r DR Tat Ro R 1 FP Ri R 1 dp 2 2Tat Ro ee all 0 24 14 a 2dz s dp 2 roky l Requested flow rate Qreq The requested flow rate Qreg is equal to Qreq Qann x 1 x ic
448. w the groundwater table the uplift should be checked Fupitt lt fupiitt ai 27 1 where fupliftai is the allowable safety factor on uplift as defined in the Factors window see section 4 7 1 3 The forces acting on an empty pipe are the uplift force T Juplitt i x D xw 27 2 the weight of the pipeline T Ipipe 7 x D3 2dn X Yb 27 3 The effective weight of the pipeline is defined as Jett Ipipe Juplift 27 4 and the uplift safety factor fupiit is _ Jeff uplift 7 yo xd i 1 27 5 where y is the buoyant unit weight of soil layer i in kN m n is the number of soil layers di is the thickness of soil layer above the pipeline in m Deltares 343 of 362 D GEO PIPELINE User Manual 27 2 Bursting of the trench bottom heaving The check of the bursting of the trench bottom is performed according to paragraph 14 3 1 of the Dutch standard NEN 6740 2006 NEN 2006 The calculated safety factor fburst should not exceed the allowable safety factor on hydraulic heave fpurst ai aS defined in the Factors window see section 4 7 1 3 Fourst all gt fourst 27 6 The safety factor on bursting fpurst is Wiot Fourst 27 7 z d where Pza is the upward water pressure in kN m see Equation 27 11 Wiot is the total weight above the aquifer in KN m see Equation 27 8 Total weight above the aquifer Wiot Wiot F Woot2 27 8 Wrot f X Hia
449. weight average undrained cohesion in the configuration in Figure 24 1 is 1 1 De ey al Cuz X m Cun X zn i Cy T T 05D mth 24 25 Deltares 317 of 362 24 2 2 D GEO PIPELINE User Manual gt N Surface level Material 2 C 2 he Material 1 Cu seesoewes D a gaaeeeeeeeeee Depth pipe centre Border compressible non compressible layers Figure 24 1 Schematization of h1 and h2 In case no data about the undrained strength of the soil is available an estimated c value can be obtained using the subsequent formula Cu C X COs Y p X sin y 24 26 with f Ch 24 27 Maximum allowable drilling fluid pressure in drained layers According to article E 2 2 of NEN 3650 1 NEN 2012a the maximum allowable drilling fluid pressure in non compressible drained layers Dmax a iS sin yf Rp 2 THsin pi pana ih 0 x ly ey p max c X cot ps u lt 0 9 Pima 24 28 with sin p Plim d pt cy X cot pt x Qer G X cot ps u 24 29 pi og X 1 sin yr amp X cos gr 24 30 where Pima is the limit drilling fluid pressure in kN m Di is the effective drilling fluid pressure at which the first plastic deformation appears in kN m To is the initial effective stress of the soil in KN m of o fy pi is the factorized friction angle in y arctan tan y f Ci is the average factorized cohesion in kN m ci c fe Ry is the ra
450. with the yield strength of steel according to the specifications described in NEN 3650 Be low the stress assessment table the results of the deflection calculation are given see 166 of 362 Deltares Tutorial 2 Stress analysis of steel pipes and polyethylene pipes Figure 9 10 6 3 Check on Calculated Stresses of Pipe Pipe 1 According to NEN 3650 2 art 5 D 3 1 the calculated stresses for the load combinations must meet the following conditions note Re 355 N mm Load combination 1 Sigma_v lt Re Gamma_m Load combination 2 Sigma_ptest lt Re Gamma_test Sigma_py lt Re Gamma_m Sigma_pm lt 1 1 Re Gamma_m Load combinations 3 and 4 Sigma_vmax lt 0 85 Re Re_20deg Gamma_m All stresses in all conditions are allowable Max allowable Load Load Load Load Load stress combination1A combination1B combination2 combination3 combination4 _ N mm Sigma_v 322 73 99 112 Sigma_ptest 355 00 20 Sigma_py 322 73 20 Sigma _pm 355 00 17 Sigma_vmax 548 64 135 135 Stresses in pipeline N mm The deflection of the pipeline is 0 6 mm 0 20 x Do The maximum allowable deflection of the pipeline is 16 2 mm 5 00 x Do The deflection is allowable For piggability the maximum allowable deflection of the pipeline is 16 2 mm 5 00 x Do The deflection is allowable Figure 9 10 Report window Check on calculat
451. y N lexp x x tang x tan Z z 1 x cot Y Ko 1 siny Og mate s q q a 3 ae tag Bain 7 8 Deltares 303 of 362 23 10 23 10 1 D GEO PIPELINE User Manual Vertical displacement The vertical displacement of the soil layers below the pipeline due to an increased load on these layers can be calculated using the Isotache method or the Koppejan method In ad dition to the calculated vertical displacement by D GEO PIPELINE a given value for vertical displacement can be entered manually see section 4 4 2 Isotache model Creep Isotaches are lines of equal rate speed velocity of secular visco plastic strain eH in a plot of natural strain versus natural logarithm of vertical effective stress These are displayed in the Figure 23 8 b a H amp ref ce exp 1 Eef exp 2 Figure 23 8 Creep Isotache pattern The Isotaches are all parallel with slope b a The Isotache a parameter determines the direct elastic strain component Die The b and c parameters determine the secular visco plastic creep component e el b a d de c s dln t _ de ding H _ H H E 6 FEJ 23 32 23 33 23 34 23 35 The reference Isotache starts at pre consolidation stress Oret Op and is characterized by a H reference creep strain rate g ref The secular creep rate is given by b a ln lt eH C Es _ Esref exp 304 of 362 23 36
452. y fine grained cohesive soils the strength of the soil should be calculated using the undrained cohesion cy 41 Click GeoObjects and select Boundaries Selection on the menu bar to select the input win dow specification of the soil behavior This will result in the Boundaries Selection window shown in Figure 8 16 42 Choose the boundary between the undrained and drained layer on top of layer nr 1 This choice results in drained behavior of layer nr 1 The other in the boundaries window men tioned boundary in between compressible and incompressible layers can be chosen on top of layer nr 1 see tutorial 3 for explanation about this compressibility boundary Boundaries Selection xi Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers 1 Cancel Help Figure 8 16 Boundaries Selection window 8 6 Calculation Verticals The locations in the longitudinal cross section at which a calculation should be carried out must be specified by the user The user is able to perform calculations at uniform distances along the longitudinal cross section but is also able to perform more calculations at short distances at areas of interest 43 Click GeoObjects and select Calculation Verticals on the menu bar to select the Calculation Verticals window for specification of the calculation locations along the longitudinal cross section 44 Choose the Automatic generation of L co ordinates option on the
453. y j Frend ae de F exp i fs Pfs Cy TD X fox R f3 x RX get Here R R and a a for the first bend of use the index e when calculating the second bend Check that get x R gt Fe if this is not true use Case II Case Il In the situation that ger x R lt Fo which is always the case if ge is negative or when first using case and finding ge X R lt Tai use the following equation to calculate the total friction force at the end of the bend C C Frend F ii exp fs P fs Cy 7 Do X fox R fz x RX Ger Here R R and a aq for the first bend or use the index e when calculating the second bend Buckling The pipeline can buckle in length direction the additional friction caused by buckling can be calculated with 4 LF Fhucke fsg apy woe 28 15 F is the calculated thruster force without buckling L is the total length of the pipeline inside the borehole Adding the friction components to obtain the overall friction force Dependent on the location of the machine calculate first the total friction due to the machine Fmi Fine If there is a straight section between the bend behind the machine and the end of the machine calculate the additional friction Fp of that piece of pipeline Then if there is a bend add the additional friction force F calculated with the correct radius of that bend This gives the total force Fmi Fm2 Fp Fen just before the bend Apply the formula
454. yield higher soil loads on the pipeline due to incomplete arching Click OK to close this window Boundaries Selection xj Boundaries Top of layer Drained and undrained layers 1 Compressible and uncompressible layers 1 Cancel Help Figure 14 14 Boundaries Selection window 14 7 Calculation Verticals The locations in the longitudinal cross section at which a calculation should be carried out must be specified by the user The user is able to perform calculations at uniform distances along the longitudinal cross section but is also able to perform more calculations at short distances at locations of interest 42 43 44 45 Click GeoObjects and select Calculation Verticals on the menu bar to select the Calculation Verticals window for specification of the calculation locations along the longitudinal cross section Choose the Automatic generation of L co ordinates option on the right side of the window and choose the following values lt 80 m gt for First lt 180 m gt for Last and lt 20 m gt for Interval Click on the Generate button and watch the result of automatic vertical generation on the left side of the Calculation Verticals window This will result in the window shown in Figure 14 15 Click OK to confirm the selected verticals and switch to the input window to watch the location of the verticals in the longitudinal cross section Deltares 211 of 362 D GEO PIPELINE User Manual Calcu

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