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D-Foundations User Manual

1. I Se i aj m 1 o toa po b l I I If T IE PA i l i i 1 l CMA _ Sr _ al I a O E if Partial calculation 1 piles for rigid part of structure Partial calculation 2 piles for non rigid part of structure fj Figure 19 4 Partial calculations for a mixed rigidity structure For the definition of rigid non rigid see NEN 9997 1 C1 2012 art 7 6 1 1 c Combination of superimposed load and excavation If a combination of a superimposed load or surcharge and excavation occurs the following restrictions apply when calculating the bearing capacity When designing building pits the effect of excavations is taken into account These exca vations have limited dimensions Due to distribution of stresses in the sub soil the effect of the limited excavation on the CPT value is less than for an unlimited excavation This effect is taken into account while determining the effect of the excavation This means that one excavation level is determined for the building pit and thereby for all the piles When using tension piles in a design that will be executed in phases both the phase with maximum tension load and the phase with the minimum tension load should be considered using two separate calculations The sequence of phases which can be defined in the Project Deltares 263 of 280 D FOUNDATIONS User Manual Properties Construction Sequence window is important whe
2. D Foundation Top View Foundation o a ES aaa Legend eS Load y 7 cPT S gs E a p 2 gl E PE _ z El Number of Elements 1 X 4 841 Y 6 508 Edit Figure 7 12 Foundation Top View Foundation window for Shallow Foundations EC7 NL model The button bar of this window allows the view to be manipulated in various ways M Click this button to select objects using the cursor and to finish using any of the other modes described below Click this cursor to activate the pan mode Click and drag the view to see a different part of it Click this button to activate the zoom in cursor Then click on the part which is to become the centre of the desired enlarged view Repeat this step several times if necessary Click this button to undo the last zoom in step If necessary click several times to retrace each consecutive zoom in step that was made 124 of 280 Deltares Shallow Foundations EC7 NL Input amp Calculations A Click this button to select a rectangle for enlargement The selected part will be enlarged to fit the window Repeat this step several times if necessary EX Click this button to measure the distance between two points Click on one point and the distance from there to the current mouse position is displayed in the panel at the bottom of the view 9 Click this button to undo the last zoom step
3. Partial calculation 1 piles 1 7 Partial calculation 2 piles 2 6 8 12 Partial calculation 3 piles 13 19 25 Partial calculation 4 piles 14 18 20 24 26 30 Figure 17 5 Splitting a problem into parts due to a combination of excavation and super imposed loads 17 7 6 Merging sub calculations When splitting the problem into parts the users themselves should calculate and verify the rotation between those parts based on the maximum settlements in limit state GEO and ser viceability limit state calculated for each part The requisite centre to centre spacing between rigid and non rigid building components and between each of the rigid building components should be carefully defined if possible in consultation with the designer of the superstructure Deltares 247 of 280 D FOUNDATIONS User Manual 248 of 280 Deltares 18 Bearing Piles model EC7 B 18 1 18 1 1 The entire Belgian Annex of the Eurocode WTCB 2010 is based on the cone resistance found with the electrical cone E1 This is the reference resistance for this method It is required that CPT data found with other cones is transformed to E1 values This conversion of CPT data if necessary should be performed before using this method as provided by D FOUNDATIONS As mentioned in the Belgian Annex of the Eurocode WTCB 2010 the Bearing Piles EC7 B model gives direction to determine the design value of the total bearing capacity of a pile
4. Figure 16 13 Soil Profiles window Layers tab 28 Select the gc only Rule for the CPT Rule The left hand profile is modified 29 Click the gt button to copy the new CPT interpretation to right hand profile Figure 16 13 to use it for calculations 30 Switch to the Additional Data tab and change the Phreatic level to lt 2 65 m gt Note Importing a mechanical CPT type M1 is done in the same way as for a mechanical CPT type M4 16 6 Foundation The next step is to input data on the foundation to be used First the pile type needs to be defined Deltares 231 of 280 D FOUNDATIONS User Manual 16 6 1 Pile Type 31 To define the pile types for this tutorial click the Pile Types node in the tree view When this node is selected for the first time D FOUNDATIONS creates a new pile type and shows its properties in the Foundation Pile Types window 32 Select a Round pile as Pile shape with type Screw piles shaft in plastic concrete and with a diameter of lt 282 mm gt as described in section 16 1 gt gt D Foundation Pile Types Round 282 Colada E Pile shape Dimensions S IN N Diameter Deg Im 0 282 T T FE ii La 1 HEHE Pile type Screw piles shaft in plastic concrete x 1 Vi Pile factor for Lid Gs tert Gg other Mp tert 1 40 8000 DEN F fil HER OC bathe 1 0 7000 Li Ww i Figure 16 14 Foundati
5. 89 Construction Sequence window for the Tension Piles EC7 NL model 90 Soil Materials window for Tension Piles EC7 NL model 91 NEN 9997 1 Table 1 window for Tension Piles EC7 NL model 92 Belgian Annex window for Tension Piles EC7 NL model 92 Soil Profiles window Layerstab 00 0002 eee aes 95 Soil Profiles window for Tension Piles EC7 NL model Pore Pressure and OCRiab BA oo 96 Soil Profiles window Additional Datatab o 97 Soil Profiles window Additional Datatab 98 Soil Profiles window Summary Pressures tab 98 Foundation Pile Types window for Tension Piles EC7 NL model 99 Foundation Pile Properties window for Tension Piles EC7 NL model 102 Pile Grid window for Tension Piles EC7 NL model 103 Edit properties for all positions window for Tension Piles EC7 NL model 104 Foundation Top View Foundation window for Tension Piles EC7 NL model 104 Excavation window Y o e e 105 Calculation window for Tension Piles EC7 NL model 107 Calculation window for Tension Piles EC7 NL model 107 Calculation window Preliminary Design for Tension Piles EC7 NL model 109 Main window for the Shallow Foundations EC7 NL model 113 Soil Materials window for Shallow Foundations EC7 NL
6. 194 13 9 Calculation window Selection of CPTs and pile type Tutorial 4d 195 13 10 Intermediate Results window Tutorial 4d 196 13 11 Intermediate Results window Tutorial 48 196 13 12 Foundation Pile Types window Adding the continuous flight auger pile Tu torial 4f API MD a 197 13 13 Design Results window Text tab Tutorial 4f 198 14 1 Design of a foundation of a parking garage Tutorial5 2 2 199 14 2 Model window a 200 14 3 Soil Profiles window using NEN Rule and a minimum layer thickness of 10 m 201 14 4 Soil Materials window aoaaa a 202 14 5 Soil Profiles window selection of materials for the profile 203 14 6 Soil Profiles window Pore Pressure and OCRtab 203 14 7 Soil Profiles window Additional Datatab 224 204 14 8 Foundation Pile Types window for a rectangular pile 204 14 9 Pile Grid Tension Piles EC7 NL window o o 205 14 10 Foundation Pile Properties window showing input pile grid 205 14 11 Excavation window with Begemann option selected 206 14 12 Calculation window for Tension Piles EC7 NL model 207 14 13 The simplified pile plan of the parking garage 207 14 14 Design Results indicative 3 window Texttab 04 208 14 15 Design Results indic
7. 0 850 Clay organ moderate 1 455 Clay organ moderate 1 655 Clay organ moderate 1 855 Clay organ weak 2 055 Peat mod pl moderate 2 255 Clay organ weak 3 255 Peat mod pl moderate 3 855 Peat not pl weak 5 655 Peat mod pl moderate 7 255 Clay organ weak 7 674 Clay organ moderate 11 732 Clay organ weak 12 132 Peat mod pl moderate 12 332 Clay organ weak 12 551 Clay organ moderate 12 751 Clay sl san moderate 12 951 Loam sl san weak 13 151 Sand ve sil loose 14 789 Loam ve san stiff 15 827 Sand ve sil loose 17 484 Loam ve san stiff 18 322 Sand ve sil loose 18 941 Loam ve san stiff 19 579 Loam sl san weak 20 417 Loam ve san stiff 20 855 Loam sl san weak 21 513 Loam ve san stiff 21 932 Loam sl san weak 22 151 Clay ve san stiff 22 789 Loam sl san weak 23 008 Clay ve san stiff 23 208 Clay sl san moderate 23 427 Clay clean stiff 23 646 Clay clean weak 23 865 Clay organ weak 24 522 Clay organ moderate 24 960 Clay clean weak 26 055 Clay clean stiff 26 512 Clay clean weak 26 950 Clay organ moderate 27 169 Clay clean weak 27 825 Clay clean stiff 28 043 Loam sl san weak 28 480 Clay ve san stiff 28 699 Clay clean weak 730 446 Clay clean stiff 30 664 Clay clean stiff 4 sa Coordinates CPT Rule NEN Rule Y x m 12001 0 00 Y im 50010 00 Min layer thickness m 0 20 Ed
8. 20 133 8 4 Report Selection window ee 144 9 1 Selecta profile window 40 Jm es 145 9 2 GeoBrain Prediction window First page o 146 9 3 GeoBrain Prediction window Menu bar 147 9 4 GeoBrain Prediction window Geotechnics menu 147 9 5 GeoBrain Prediction window Installation menu 148 9 6 GeoBrain Prediction window Result menu 2 150 9 7 GeoBrain Prediction window Report menu 2 150 9 8 Prediction Report window Results prediction section 151 9 9 GeoBrain Experiences window 00 eee eee eee 152 9 10 GeoBrain Experiences window Type of similarity between the soil profile of the GeoBrain database and the soil profile of the D Foundations project 153 9 11 GeoBrain Experiences window search on Piletype 153 9 12 GeoBrain Experiences window Detailed information on the selected project 154 9 13 GeoBrain Experiences window Search on Pile type Detailed view of the Refine Query WR 6 6 oo lt 155 9 14 GeoBrain Experiences window Search on Location View the total per area 156 9 15 GeoBrain Experiences window Search on Location View individual experi ence ARO AR 157 9 16 GeoBrain Experiences window search on Location 158 10 1 Storehouse construction in a delta environment Tutor
9. 65 4 6 2 1 Preliminary design Indication bearing capacity 67 4 6 2 2 Preliminary design Bearing capacity at fixed pile tip levels 68 4 6 2 3 Preliminary design Pile tip levels and net bearing capacity 68 4 6 3 Verification for Bearing Piles EC7 NL 69 4 6 3 1 Verification Design 0 0 lt lt 70 4 6 3 2 Verification Complete 71 5 Bearing Piles EC7 B Input amp Calculations 73 5 1 Treeview TMA E O ooo 73 De A rs a Y 6 doe a 74 5 2 1 Materials SM WA esaa ee es 74 5 2 1 1 Materials Add from Standard 75 5 2 1 2 Materials Addmanually 76 5 2 1 3 Materials Match Material 77 5 2 2 Profiles Wa Go 77 5 2 2 1 AddiMQMBnOfileS lt lt 0 77 5 2 2 2 Options for existing profiles 77 5H SEGliting Laysa oaa a 77 5 2 2 4 Additional Data o 77 6 2 2 5 ViewingiProfies lt lt lt lt 78 5 2 2 6 Summary Pressures 00 79 53 FOUND Mo ic wo de ee A A E 79 5 3 1 Pile TYEES Ay lt lt lt lt 80 53 2 Ple PODA io ca Be a a A A 82 53 3 e 83 54 Canela ocio ee e ee ee a e A ia 84 5 4 1 Options for a Bearing Piles EC7 B calculation 85 5 4 2 Calculation options for Bearing Piles EC
10. Note the verification at 20 is demanded by the NEN at 5 is recommended by Deltares The maximum increase in soil tension found while calculating the settlement is 74 ofthe effective foundation pressure With only 1 element rotation as defined in the NEN is not an issue Figure 15 10 Report window Results of the Verification of Limit State GEO Calculations for settlement NEN 9997 1 C1 2012 art 6 6 2 are based on increase of ver tical effective stresses due to loads on ground level Since the farm has been built a few decades before with hardly any settlement since it is concluded that the settlement is suffi ciently small in both limit state GEO and serviceability limit state Influence of the fishing pond Since the fishing pond will be constructed near to the farmhouse the total stability of the foundation in combination with the slope of the pond needs to be checked as well The pond is planned at a distance of 1 m from the foundation strip with a maximum depth of 1 5 m The slope of the edge of the pond has a ratio of 1 3 In D FOUNDATIONS it is assumed that the pond extends infinitely beyond the slope 15 Click the Slopes node in the tree view to open the input window where the parameters that define the pond slope can be entered 16 Click in the table to create a new slope and give it a descriptive name such as lt Pond Slope gt 17 SlopesEnter the Slope height of lt 1 5 m gt the Slope length of
11. Date 9 2 M Use cunent date Drawn by Project ID Annex ID Geotechnical consultant Design engineer superstructure Principal Location Figure 10 2 Project Properties Description window 3 Click E to save the project In the Save As dialog that opens browse to a folder where the tutorial has to be saved and type lt Tutorial 1 gt in the input field File name 4 Click Save to close the window An empty project identified by its name and description has now been created The following sections of this tutorial describe how to enter the input needed for the preliminary design of the piles Construction sequence 5 Click on the Construction Sequence node under Project Properties in the tree view on the left of the screen This will open the corresponding window where the relative timing of CPTs with respect to the installation of the piles can be specified This execution time is needed to determine whether certain exceptions made in NEN 9997 1 C1 2012 apply see section 4 2 6 Select CPT Excavation Install since the two cone penetration tests were done prior to the design of the foundation Creating soil profiles For the design of a foundation in D FOUNDATIONS CPTs data are needed These are inter preted to give the soil profile data The results of the two cone penetration tests carried out at the project site are shown in Figure 10 3 and Figure 10 4 The results show that competent bearin
12. E soi Materials Se Filter For D Foundations Bearing Piles EC7 NL y Show Materials Add from NEN 9997 1 C All el Adapt standard material parameters for current model Ci Add from Belgian Annex Soil name Soil type Gamma Gamma Friction D50 median unsat sat angle phi E KN re kN 4me deg mm Clay clean stiff Clay 20 00 20 00 25 00 0 20000 Clay clean weak Clay gt 17 00 17 00 17 50 0 20000 Clay organ moderate Clay 7 16 00 16 00 15 00 0 20000 Clay organ weak Clay 1500 1500 15 00 0 20000 Clay ve san stiff Clay gt 2000 20 00 32 50 0 20000 Loam sl san weak Loam 20 00 20 00 30 00 0 20000 Loam ve san stiff Loam 20 00 20 00 35 00 0 20000 Peat mod pl moderate Peat 13 00 1300 15 00 0 20000 Peat not pl weak Peat 1200 1200 15 00 0 20000 Sand sl sil moderate Sand 1900 21 00 3250 0 20000 Sand ve sil loose Sand 19 00 21 00 30 00 0 20000 Figure 4 3 Soil Materials window for Bearing Piles EC7 NL model Note The table at start up is filled automatically with a list of materials obtained from Table 2 b of NEN 9997 1 C1 2012 and its counterpart of the Belgian Annex The Belgian materials can be recognized by the prefix B To make clear which materials are used in the profiles use the Show Materials filter To show only the materials which are used in the profiles select Used materials only If All is selected all available materials are shown There ar
13. NEN 9997 1 C1 2012 art 1 5 2 127 Definition of a pile It only makes sense to check the pile length on the basis of the definition of a pile in this article if the phrase under ground level is inserted after Element for which the length The length of the pile above ground level actually has no effect on whether the calculation model used in this standard may be applied or not NEN 9997 1 C1 2012 art 7 6 4 2 k Determination of Eea gem The determination of Eea gem the mean modulus of elasticity of the soil beneath the level 4D under the pile point is blurred As opposed to a previous version of the norm NEN 6743 1991 art 6 3 2 where it was determined from Eva gem 5 Ye z gems NO longer formula is given in NEN 9997 1 C1 2012 Deltares experts decided therefore to use for nd henceforth 3 qc z igem instead of 5 Qe z gem based on Table 2 b of NEN 9997 1 C1 2012 where Q z gem is the mean value of the cone resistance over the trajectory in the soil beneath the level 4D under the pile point to the level that is Deltares 239 of 280 D FOUNDATIONS User Manual by deeper or if the cone penetration test has not reached this level to the actually achieved penetration test level NEN 9997 1 C1 2012 art 7 6 2 3 e Determining the maximum pile tip resistance When determining Q III mean the q values for continuous flight auger piles should be reduced to 2 MPa unless it can be demonstrated using CPTs performed after pil
14. Note For strip foundations the loads are to be given per m1 Figure 15 5 Foundation Loads window 10 In the Foundation Loads window input all the load information as given above 11 Open the Foundation Plan window and click on the first row to input the foundation plan The foundation type load and profile are automatically selected as shown in Figure 15 6 D Foundation Foundation Plan a foe 3 Je Name x Y Matching type Angle Matching load Matching profile Nearby slope m m E deg E H E 3p 1711 p 00 0 00 Rect 600x1000 0 00 Load 1 New Profile Y None X Figure 15 6 Foundation Plan window All information has been entered and is now ready for the first calculation 15 3 Verification of the design The existing situation can now be verified 12 Switch to the Calculation window The maximum allowed settlement and relative rotation given in the Calculation window are according to NEN 9997 1 C1 2012 or are default values of D FOUNDATIONS 13 Mark the Write intermediate results Dutch checkbox to be able to access to the interme diate results of the calculation 14 Select Verification under Calculation and click Start 214 of 280 Deltares Tutorial 6 Farm with a Pond Shallow Foundations LA Calculation nc t fe Rigidity of superstructure Overrule parameters Model options Non tigid ao g Vy sTR GEO 0
15. Y B 5 Y Y Ww D la ja VU m D FOUNDATIONS CPT based foundation engineering User Manual Version 15 1 Revision 42061 24 September 2015 D FOUNDATIONS 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 infoOdeltares 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 Awww 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 D FOUNDATIONS User Manual ii Deltares Contents Contents 1 General Information 1 tl Prenga EA 1 Me FOTOS oae ee aa a a ae ee A A a a 1 1 2 1 Overview of options aooaa a a a a 2 1 2 2 Feasibility module 2 254 be be ee ee ee 2 ko A kOe ae ieee ee a Cae oo eee i 2 1 4 Minimum System Requirements 00 0020 eee 2 TS PEUT o an bok ee le ee ee a Be DB ee ee sa i i 3 1 6 Definitions and Symbols 0 a eee eee 6 1 7 Getti gHelp o ecos em au race ee kee ela O ve kee a lee 6
16. e eo 131 62 Design RSSUlS c ito aaa oe ad 132 8 3 Intermediate Results 0 e ee 133 8 3 1 Intermediate Results for Bearing Piles EC7 NL 133 8 3 1 1 Limit state EQU calculation per CPT 134 8 3 1 2 Limit state GEO and serviceability limit state calculation for each CPT foreachpile 135 Deltares v D FOUNDATIONS User Manual 8 3 2 Intermediate Results for Bearing Piles EC7 B 8 3 3 Intermediate Results for Shallow Foundations EC7 NL 8 3 3 1 Limit state EQU 8 3 3 2 Limit states GEO and serviceability limit state 8 4 Report and report content selection o oaoa oa a a BAT Report a u a ae aa ee eee ee a a GG 8 4 2 Report content selection oaoa ooa a 9 Feasibility module 9 1 Selection of soil profile and pile type 9 2 GeoBrain Drivability Prediction 9 2 1 GeoBrain Prediction Menubar 9 2 2 GeoBrain Prediction Geotechnics Menu 9 2 3 GeoBrain Prediction Installation menu 9 2 4 GeoBrain Prediction Resultmenu 9 2 5 GeoBrain Prediction Prediction Report 9 3 GeoBrain Drivability Experiences 9 3 1 GeoBrain Experiences Search on Pile Type 9 3 2 GeoBrain Experiences SearchonCPT 9 3 3 GeoBrain Experiences Search on Location 10 Tutorial 1
17. dsigmav z d Calculation value of the increase in effective stress at depth z sigmav z o d Calculation value of the original vertical effective stress at depth z percentage Increase in stress as percentage of the original stress or 100 x dsig mav z d sigmav z o d 142 of 280 Deltares View Results 20 laag 5 laag Number of the lowest layer for which the percentage is above 20 Number of the lowest layer of which the percentage is above 5 Calculation of the settlement The effective foundation surface Aep is divided here into 256 equal sections A point load of the size F q 256 is located on each plane This is aimed at a better way of finding the increase in stress uniform load approach Berekening zakking A is hierbij verdeeld in 10000 vlakken waarbij op elk vlak een puntlast ter grootte van Vd 10000 staat benadering q last liag ar aisge Maligdarevese eiguacrpacadd lvafa wiseligs Agr ree 17930 10 636 0 65 qn 7 2 0 75 1 793 12 273 0 65 0 000 3 0 85 1 744 13 864 1 36 0 001 4 0 95 1 655 15 409 1 36 0 001 5 1 05 1 545 16 955 1 36 0 001 6 1 15 1 430 18 545 0 65 0 000 i 1 25 1 318 20 182 0 65 0 000 8 1 35 1 215 21 818 0 65 0 000 9 1 45 1 121 23 455 0 65 0 000 10 1 55 1 037 25 091 0 65 0 000 11 1 65 0 963 26 727 0 65 0 000 12 a Se ZY 0 897 28 364 0 65 0 000 13 1 85 0 839 30 000 0 65 0 000 14 1 985 0 787 31 636 0 65 0 000 15 2 05 0 740 33 273 0 65 0 00
18. 250 mm depth in m NAP i el espe se BREE BB BEBE EB B BEEBE BSB B muaa I HEHEHE B top view Figure 12 1 Boring front and top views of the pile plan Tutorial 3 Knowing the pile plan and all details about the building the required design loads per pile are set by the constructor of the building at 400 KN for limit state STR GEO and 300 kN for Deltares 185 of 280 D FOUNDATIONS User Manual serviceability limit state more information on the limit states can be found in section 17 2 12 2 Preparing a new project ili 2 3 Click Open from the File menu and select the project Tutorial 2 Select Save As in the File menu and save the project as lt Tutorial 3a gt before continuing this tutorial In the Project Properties Description window change Title 1 and Title 2 to respectively lt Tutorial 2 for D FOUNDATIONS gt and lt Verification of Bearing Piles for a Storehouse gt 12 3 Starting the calculation Now that all the information about the soil profiles and the pile plan has been entered the actual calculation can be started 4 al 00 JO 10 Switch to the Calculation window by selecting the corresponding node in the tree view 9 calculation oa Rigidity of superstructure Overrule parameters Model options Non tigid Factor Ey 1 00 IV Write intermediate
19. 4 m Figure 9 4 GeoBrain Prediction window Geotechnics menu Deltares 147 of 280 D FOUNDATIONS User Manual Question 1 Current CPT file The name of the CPT file providing the soil profile of the project By de fault D FOUNDATIONS uses the selected CPT in the Select a profile window section 9 1 However three options are available to get an other CPT file o Select Upload CPT to import a GEF CPT file by clicking the Browse button Select Search for CPT to import a GEF CPT file from the DINO Database Data and Information of the Subsurface of The Netherlands The search is made using a map Refer to DINO for more information on the DINO database Select Default CPT to select a GEF CPT file from a drop down list con taining default CPT for the main Dutch cities Question 2 Groundwater level with respect to the surface m D FOUNDATIONS uses as default the ground water level of the first stage Figure 9 2 9 2 3 GeoBrain Prediction Installation menu The nstallation menu contains questions about the installation method 5 P GeoBrain Prediction ce Y GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report Next gt A If you do not answer a question the prediction model will use standard values to make a prediction Supplying a CPT in gef format is however mandatory because this forms the basis of the prediction model 3 What is the chanc
20. 20 00 20 00 147 Loam sl san weak Loam X 20 00 20 00 48 Loam ve san stiff Loam 20 00 20 00 m 49 Peat mod pl moderate Peat 13 00 13 00 50 Peat not pl weak Peat 1200 12 00 154 Sand sl sil moderate Sand 1900 21 00 55 Sand ve sil loose Sand 1900 21 00 E Figure 5 2 Soil Materials window for Bearing Piles EC7 B model Note The table at start up is filled automatically with a list of materials obtained from Table 2 b of NEN 9997 1 C1 2012 and its counterpart of the Belgian Annex The Belgian materials can be recognized by the prefix B To make clear which materials are used in the profiles use the Show Materials filter To show only the materials which are used in the profiles select Used materials only If All is selected all available materials are shown There are three ways to fill in the soil parameters o section 5 2 1 1 Adding a standard material including its soil parameters from Table 74 of 280 Deltares Bearing Piles EC7 B Input amp Calculations 2 b as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex section 5 2 1 2 Adding manually a material and its required soil parameters section 5 2 1 3 Changing the properties of an existing material by matching them with the properties of a NEN material i e from Table 2 b of NEN 9997 1 C1 2012 5 2 1 1 Materials Add from Standard The Add from NEN 9997 1 orAdd
21. CE A a ee ee a a 6 1 9 Deltares lt ee ee ee ua ow ec eee 8 1 10 Deltares Systems 407 3m 9 1 11 On line software Citrix g 97 Da oe ee 9 2 Getting Started 11 2 1 Starting D Foundations 47 m 11 2 2 MainWindow BE MH co 11 2 2 1 Menubar aM o 12 222 WOnibal o o pace bee aa a N o ee eo Pp eae bs 13 2 2 3 Treeview No oe ee eee 13 2 2 4 Titlepanel 4m Sp 22s 14 2 2 5 Statusbar WM Wi ees 15 23 Files MA 4 WD 15 24 Tipsand Tricks WRB eee ee eee e ee 16 2 4 1 Keyboard shortcuts o 000200 ee eee 16 2 4 2 Exporting figures and reports e 16 2 4 3 Copying partofatable eee eee 16 3 General 19 3 1 Filemenu M sasaaa aaa aa ae 19 oc A A EE 19 3 2 1 OTAMODtONS WM 20 3 2 2 CPT interpretation model a e 24 Oo HS o WA ea da Pee ae ee ee ae eae 25 34th Error Messages lt lt e o 4 25 3 3 2Wlilanual MM o lt o e e ea 26 3 3 3 Deltares Systems Website ee eee 26 3 3 4 Supp i oaaae 26 3 3 5 AboutD Foundations 2 022000 26 Oo PROS EMISOR ee SE Ree a 26 SAt MEE oi ae hk oe Ge oe Ad EG in ae Wok Pe ee Be aSa 27 3 4 2 Project Properties 27 343 Lo
22. DEPTH m w rt NAP 10 12 2010 Figure 10 4 CPT 02 Tutorial 1 Click the name of one of the CPTs in the tree view to open its corresponding Soil Profiles window In this window two soil profiles are drawn The left profile is an interpretation of the imported CPT with the CPT data drawn to the left of it The interpretation method that is selected as the default method is the NEN Rule based on NEN 9997 1 C1 2012 Table 2 b The default minimum layer thickness is 0 10 m which results in a soil profile with many thin layers Check that NEN Rule is selected for the CPT Rule In order to make a visual inspection of the interpreted soil profile feasible set the Min layer thickness to 0 20 m The right hand profile is the profile that may be edited by the user It is also presented in tabular format at the right hand side of the Soil Profiles window This profile is used as the input profile for calculations Click the gt button to copy the new CPT interpretation to right hand profile Repeat this process for the other CPT by selecting the other CPT in the tree view selecting NEN rule setting the Min layer thickness to lt 0 20 m gt and clicking the 2 button again 162 of 280 Deltares Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse PJ Soil Profiles 02 Layers Additional Data Summary Pressures Selected CPT Material
23. Pan Click this button to move the map by dragging the mouse lt Back Click this button to return to the main search window Figure 9 9 EA Zooming out Figure 9 14 will display the results as pie i e total experiences per area whereas zooming in Figure 9 15 will display the results as separate points i e individual experiences 156 of 280 Deltares Feasibility module E P seoBrain Experiences co fa lt Back GeoBrain Foundation Technology Map satelite Hybrid Eg Oud Kortrijk Maarsseveen de dtjesdorp Ockhuizen koop Oud Zuilen Zambesidreef gt en omgeving Haar Haarzuilens Themaat Prins Bernhardplein Vieuten Vleuterweide Het Zand Map data 2010 Tele Good Moderate M Poor Zoom in to view individual experiences Zoom out to view the total per area m Figure 9 15 GeoBrain Experiences window Search on Location View individual expe riences In case of results display as pie click on the pie Figure 9 16 left to get the name of the corresponding province and the number of projects Click on the Click here link to display a detailed list of those projects Refer to section 9 3 1 for a detailed description of the resulting list In case of results display as individual points drag the hand cursor on a point Figure 9 16 left to get the name of the corresponding experience and cl
24. The units of the input and output parameters used in this model are displayed in the table below Although it has been attempted to keep the units for the parameters equal to the units as they occur in the standards in some cases this has been deviated from In those cases insofar as the requisite accuracy allows this a larger unit was chosen to somewhat limit the length of the numbers to be entered and displayed These deviant units are indicated in the table with a followed by the unit as mentioned in the standard Deltares 241 of 280 D FOUNDATIONS User Manual Vv Figure 17 2 Sign conventions Table 17 1 Units of the input output parameters pile settlement expected soil settlement the pile Description Symbol Unit Pile tip level PTL m NAP Top level positive skin friction zone m NAP Bottom level negative skin friction zone m NAP Overconsolidation ratio OCR Cone resistance de MPa Expected soil settlement m Ground level m NAP Ground water level m NAP Excavation level m NAP Bottom level of soil layer m NAP Volumetric weight of soil y kN m Volumetric weight of saturated soil Ysat kN m Effective angle of internal friction p degrees Median sand gravel dso mm Reduction of cone resistance for excavation percentage Pile dimensions m Pile factor for pile point Q
25. Use pile grito Figure 4 22 Pile Grid window for Bearing Piles EC7 NL model The pile properties can also be entered in the Pile Grid window This results in the same properties for all pile positions in the grid but if required these properties can later be edited individually In the Pile Grid window the following information can be entered Start at Enter the start coordinates for the center of the bottom left pile in the grid The same coordinate system must be used as when entering the CPT coordinates Centre to centre Enter the distance between the pile centers distance Number of piles Enter the number of piles in each direction Parameters For more information see the descriptions for the Foundation Pile Properties window above section 4 4 2 Use pile grid to Enable this check box to replace the existing pile positions in the project replace current with those defined by the grid If this check box is left empty the posi pile positions tions in the pile grid will be added to the existing pile positions Click the fifth button in Pile Properties window to open the Edit properties for all positions window Figure 4 23 in which the Pile head level Surcharge and Design values of load on pile of all pile positions can be edited and or modified If modified the properties of all pile positions will automatically be updated in the corresponding column of the Pile Properties window Figure 4 21 58 of 280 Deltare
26. base and Rs shaft are part of this table too Finally when the option Intermediate result was checked before starting the calculation the Intermediate sub node in the Results node will display a file with additional information on the calculation performed 88 of 280 Deltares 6 Tension Piles EC7 NL Input amp Calculations 6 1 Two types of data are required to perform a calculation using D FOUNDATIONS Firstly data needs to be input in order to determine the soil behavior This data in cludes CPTs with their corresponding soil profiles including the ground water level the expected ground level settlement and so on This data is entered in the windows that appear when selecting the sub nodes below the Soil node in the tree view Secondly data is required to specify the construction of the foundation e g pile type pile dimensions pile plan and so on The relevant options can be found in the windows that appear when selecting the sub nodes below the Foundation node in the tree view Before calculating the project design a number of options need to be specified that will apply to all piles in the window that appears when the Calculation node is selected in the tree view Tree view File Project Calculation P D Foundatio ension Pil Results Feasibility Tools Window Help D Ga ea E p E Project Properties Description Construction Sequence E Soil Mat
27. 04 Bearing Piles EC NL Calculation Type a gt gt Trajectory s7 Selected Profiles Available Profiles Preliminary Design 7 ail Begin Im 10 00 C Verificati gt erification lt End m 20 00 aan 2 Exa im 0 10 Indication bearing capacity gt Bearing capacity at fixed pile tip levels Pile tip levels and net bearing capacity Selected pile types Available pile types Rect 400x400 Net bearing capacity kN 750 Rect 500x500 lt lt i 2 gt Start Figure 13 3 Calculation window Selection of CPT 1 for calculation Tutorial 4a 14 Click Start to begin the calculation and read the results from the tables from the Design Results window that opens Figure 13 4 Deltares 191 of 280 D FOUNDATIONS User Manual B Design Results Text Results of the option Preliminary Design Pile tip levels and net bearing capacity Results for pile type Rect 400x400 Groundlevel Rs d MRL mRL KN 213 Level Groundlev MRL mAL 1260 130 Figure 13 4 Design Results window Tutorial 4a 15 Click Save As in the File menu and save the project as lt Tutorial 4b gt the Selected CPTs and Available CPTs windows 16 Repeat the calculation for CPT 2 using the 214 and lt l buttons to move the CPTs between Groundlevel ImR L 1 00 17 Read the results from the tables from the Design Results window that opens Figure 13 5 Frsfid Groundlevel J mRL Re
28. 15 Jo 11 10 690 Clay clean weak aos 12 11 190 Clay organ weak y eh 13 11 690 Clay organ moderate 14 12 690 Clay clean weak Y 15 13 690 Clay clean stiff X 20 20 16 14 190 Clay ve san stiff s a 17 14 690 Loam ve san stiff 18 15 190 Sand ve sil loose 19 16 190 Sand sl sil moderate 20 23 190 Sand clean stiff 25 25 121 24 190 Sand sl sil moderate 22 25 190 Sand ve sil loose Bem 25 690 Sand sl sil moderate META 27 190 Sand ve sil loose m CPT Rule NEN Rule z pores x m 0 00 Y m 0 00 Min layer thickness m 0 50 Figure 6 6 Soil Profiles window Layers tab CPT Rule Select the interpretation rule used by D FOUNDATIONS to automatically inter pret the imported CPT Five different rules are available The NEN rule The CUR rule The 3 type rule The qc only rule The User defined rule The qc only rule is especially useful for the interpretation of CPTs that do not contain information about the friction Users may define their own interpretation rules by selecting the last option in the list of rules User defined rule Before using a user defined rule it must have been specified in the CPT Interpretation Mode window sec tion 3 2 2 Min layer All interpretation rules make use of one additional parameter the minimum thickness layer thickness specified
29. 16 5 2 Soil Profile from electrical CPT type E 225 16 5 3 Soil Profile from mechanical CPT type M2 227 16 5 4 Soil Profile from mechanical CPT type M4 229 16 6 Foundation UPA A o 231 16 6 1 Pile Types Y Ao 232 16 6 2 Pile Properties A a ee 232 16 7 Location Map 4D MW 233 16 8 Calculation M e es 234 169 Pesulls 2 c oc WO da ee Lae a 235 16 10 Conclusi n 235 17 Bearing Piles model EC7 NL 237 17 1 Ag Gaiof application W 2 ee 237 17 2 Lies ora a a AA 237 17 3 Calculatiamprocess M ee 237 17 3 1 Verifying limit state STR 0 237 17 3 2 Verifying limit state GEO and serviceability limit state 238 17 4 Geometric problems o eee ee eee 238 17 5 Problems in interpreting standards o e 239 17 6 Units dimensions and drawing agreements 0 241 17 7 Bearing Piles schematics e o 243 17 7 1 Problem boundaries s o4 suona myad ean ada dis 243 17 7 2 Variation in the level of the bearing layer 243 17 49 SKIN TICUION ZONES o e e sasaa aoea ee Be ee a a 244 17 7 4 Non rigid rigid aa a 245 17 7 5 Combination of superimposed load excavation 246 17 7 6 Merging sub calculations oaa a 247 18 Bearing Piles model EC7 B 249 18 1 The De Beer
30. 1860 402 per sondering CONTROLE BIJ GRENSTOESTAND STR NEN EN 9997 1 2012 NB tabel A10 ksi3 1 3200 NEN EN 9997 1 2012 NB tabel A10 ksi4 1 3200 Ksi4 is used Rb k 109 866 Rs k 1299 529 NEN EN 9997 1 2012 NB tabel A6 A7 AS Gamma b 1 2000 NEN EN 9997 1 2012 NB tabel A6 A7 A8 Gamma_s 1 2000 Rb d 91 555 Rsid 1082 941 Rc d 1174 496 Per CPT dc I gem c II gem e III gem 3 S db mazx i voor reductie l Qb maz i na reductie Ricatmati escala Rescalmaai End results ksi3 ksi4 ksi is used Tpke Fisk 134 of 280 Average value of cone resistance for trajectory I Average value of cone resistance for trajectory II Average value of cone resistance for trajectory III Pile class factor Pile base form factor Factor for cross section form of the pile base Maximum cone resistance around pile tip in the case of CPT before reduction to max 15 MPa Maximum cone resistance around pile tip in the case of CPT i after reduction to max 15 MPa Maximum calculated pile tip resistance in the case of CPT i Maximum calculated pile shaft resistance in the case of CPT i Maximum calculated bearing capacity of the pile in the case of CPT i Factor 3 from NEN EN 1997 1 NB adopted in NEN 9997 1 C1 2012 Tables A 10a and A 10b Factor 4 from NEN EN 1997 1 NB adopted in NEN 9997 1 C1 2012 Tables A 10a and A 10b The actual factor 3 or 4 used in the calc
31. 2 5 1 View of CPT s in Foundation Plan Picture v 2 6 Soil Data v 2 6 1 Soil Profile 01 v 2 6 2 Soil Profile 02 v 2 7 Pile Types v 2 7 1 Pile type Rect 250x250 v 2 7 2 Pile type RectEnl 400x420 v 2 8 Foundation Plan v 2 8 1 View of Foundation Plan Picture v 2 9 Excavation Data v 2 10 Overruled Parameters v 2 11 Calculation Options v 2 12 Model Options E v 3 Bearing Piles EC NL Results of the Option Preliminary Design Indication Bearing Capacity v 3 1 Remarks E v 3 2 Calculation Parameters v 3 2 1 Pile Factors v 3 2 2 Pile type Rect 250x250 D m 0 0 V Page numbers in Table of Contents slows down report generation Select All Deselect All Cancel Help Figure 8 4 Report Selection window In this window the required content of the report can be chosen by marking the checkboxes Click Select All to mark all of the checkboxes and Deselect All to un mark all of the check boxes Clicking OK will apply this selection to the report 144 of 280 Deltares 9 9 1 Feasibility module During the analysis of a sheet pile wall after verifying the wall s stability it is also important to perform a feasibility check For this purpose the use of the Feasibility module helps the user to evaluate the feasibility of a project by comparison with prior experiences from the GeoBrain database GeoBrain was started in 2002 at Deltares and aims to develop a prediction model for the
32. 400 x 400 mm 165 420 x 420 mm 10 450 x 450 mm 196 500 x 500 mm 3 600 x 600 mm 0 380 x 450 mm 0 450 x 500 mm 0 450 x 550 mm 0 500 x 600 mm 0 Figure 9 13 GeoBrain Experiences window Search on Pile type Detailed view of the Refine Query When searching in the GeoBrain experience database projects with similar CPT the GeoBrain Experiences window displays a list of projects with similar CPT compared to the selected CPT section 9 1 Refer to section 9 3 1 for a detailed description of the resulting list GeoBrain Experiences Search on Location When searching in the GeoBrain experience database projects situated close to the location of the current project the GeoBrain Experiences window displays a map of the Netherlands Figure 9 14 Deltares 155 of 280 D FOUNDATIONS User Manual GeoBrain Foundation Technology Zoom in to view individual experiences Zoom out to view the total per area A GEES AOS li A 5 E22 Smaigerindo ae Pt E Moderate Figure 9 14 GeoBrain Experiences window Search on Location View the total per area Click this button to display a map view including cities street and motorway names and representation Click this button to display a satellite view Click this button to display a combination of the Map and Satellite views Zoom in Click this button to enlarge the map Zoom out Click this button to reduce the map
33. 59 PXCAVATOMWINOOW acia a ee ae eo De dhe we oS 61 Calculation window for Bearing Piles EC7 NL model 62 Calculation window Options for Bearing Piles EC7 NL model 63 Calculation window Preliminary Design for Bearing Piles EC7 NL model 65 Schematization of the Begemann reduction of cone resistance for a Verifica tion and a Preliminary Design calculation 004 67 Calculation window Verification for Bearing Piles EC7 NL model 69 Main window for the Bearing Piles EC7 B model 73 Soil Materials window for Bearing Piles EC7 B model 74 NEN 9997 1 Table 1 window for Bearing Piles EC7 B model 75 Belgian Annex window for Bearing Piles EC7 B model 76 Soil Profiles window Additional Datatab 0 77 Soil Profiles window Additional Datatab 78 Soil Profiles window Summary Pressures tab 79 Foundation Pile Types window for Bearing Piles EC7 B model 80 Foundation Pile Properties window for Bearing Piles EC7 B model 82 Foundation Top View Foundation window for Bearing Piles EC7 B model 83 Calculation window for Bearing Piles EC7 B model 84 Calculation window for Bearing Piles EC7 B model 85 Calculation window Preliminary Design for Bearing Piles EC7 B model 86 Main window for the Tension Piles EC7 NL model
34. 62 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations Rigidity of superstructure Dverrule parameters Model options Norrrigid Factor Es 1 00 IV Write intermediate results Dutch C Rigid Transformation Factor E4 1 00 M Use pile group E b 1 00 Overrule excavation mi 1 00 L ji Limit state Serviceability Ys Supptess q I erreien EQU GEO Limit State a Ups 1 00 T Use Almere rules Maximum allowed settlement mm 66 22 T Area 1 00 E Maximum allowed relative rotation 1 100 300 VE ea gem kN m 1 00E 05 Figure 4 27 Calculation window Options for Bearing Piles EC7 NL model In the top part of the window the following information can be entered Rigidity of Here the superstructure can be specified as either Non rigid or Rigid ac superstructure cording to NEN 9997 1 C1 2012 art 7 6 1 1 c Maximum allowed settlement Maximum allowed relative rotation s Es Yo Ys Deltares A restriction for the schematics is that for each calculation only parts of buildings that can be regarded as either completely rigid or completely non rigid can be included in one schematic If a building is regarded as partly rigid and partly non rigid for instance a building with a rigid core at least two calculations must be carried out one for the rigid part and one for the non rigid part Also if a building consists of several parts that can be rega
35. Determining the values for transition from non rigid to rigid layers downward values For this transition the Aeri critical height for the CPT is defined as 0 2 m If the calculated is greater than 32 5 degrees a herit of 0 4 m is also taken and if the angle is greater than 37 5 degrees a hj of 0 6 m is also taken In many cases this is 1 2 or 3 times the cone distance heri can never be greater than the pile diameter D The smallest value calculated with the different h is used The hl for the pile is set at heri x D d with D the pile diameter and d the diameter of the cone The downward values are now determined according to ft Vk X herit 0 2 aah d d d WD x dyi daz x 18 4 d j 1 d j I herit 1 ES Yk x herit g aj D 2070 The calculated values may never be greater than d Step 5 Determining the values for transition from rigid to non rigid This starts at the bottom of the CPT with the formula d du q 1 dug dag 1 dua X 5 18 5 A variant of Impe after verification on small scale models is to use the factor 2d D instead of d D The calculated values may never be greater than dy Step 6 Determining the mixed values Any mixed values are now derived from the previous values Here the average value of d is determined over a thickness under the considered depth which is equal to the diameter of the pile base The value calculated here may never be greater than dy 250
36. General tab 1 1 0 0 0 eee 20 Program Options window Directoriestab 0 o ee eee 21 Program Options window Language tab 0 22 Program Options window Modules tab 0 0004 ee eae 22 Program Options window CPT Interpretationtab 23 CPT Interpretation Model window 2 eee ee 25 Error Messages window Am a 26 Model window Y ee es 27 Project Properties window Top View Foundationtab 28 Project Properties window Load Settlement Curvetab 28 Project Properties window View CPT Profiletab 04 4 29 Location Map window WA ooa aaa 29 Top View Foundation window showing the Netherlands map as background picture BY POE Yooo aaa aa aan 30 Project Properties Description window aooaa aa 30 Main window for the Bearing Piles EC7 NL model 33 Construction Sequence window for the Bearing Piles EC7 NL model 34 Soil Materials window for Bearing Piles EC7 NL model 35 NEN 9997 1 Table 1 Table 2 6 NEN 9997 1 C1 2012 window for Bearing Pie iEG7 NL modeWM ec ees 36 Belgian Annex window for Bearing Piles EC7 NL model 36 Match Material window oaoa aa 38 Import CPTs from file window lt lt 39 Import of DOV html file window for electrical E or piezometric U CPT 4
37. If you do not answer a question the prediction model will use standard values to make a prediction Supplying a CPT in gef format is however mandatory because this forms the basis of the prediction model Continue gt Figure 11 6 GeoBrain Prediction window Introduction 18 Click Continue to go to the next page Deltares 175 of 280 D FOUNDATIONS User Manual 9 Upload CPT Browse D Search for CPT Default CPT No Selection Select Current CPT file 01 2 Groundwater level with respect to the surface m if below 0 50 surface Interpretation CPT 01 Cone resistance MPa Friction 0 10 20 30 0246810 Depth m to NAP m N A 4 m Figure 11 7 GeoBrain Prediction window Geotechnics menu 19 In the window displayed Figure 11 7 the CPT and its belonging profile can changed but as this data is already obtained from D FOUNDATIONS just go to the next page by clicking Next gt 20 In the Installation menu Figure 11 8 provide the additional information about the project as given in section 11 1 176 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse Foundation Technology lt Previous Geotechnics Installation Result Report Next gt a If you do not answer a question the prediction model will use standard values to make a prediction Supplying a CPT in gef format is however mandatory because this forms the ba
38. Match Material Matching a material with Table 2 6 of NENEN 9997 1 2012 does not depend on the selected model so refer to section 4 3 1 3 for Bearing Piles EC7 NL model Profiles Different actions are possible in the Soil Profiles node of the tree view section 6 3 2 1 Adding a profile section 6 3 2 2 Modifying an existing profile section 6 3 2 3 Viewing and editing the layers representation of a profile section 6 3 2 4 Entering additional data section 6 3 2 5 Viewing the soil profile section 6 3 2 6 Viewing the pressures profile if available oOo 0990 Adding Profiles Adding a profile does not depend on the selected model so refer to section 4 3 2 1 for Bearing Piles EC7 NL model Options for existing profiles Options for existing profiles are the same for all the models so refer to section 4 3 2 2 for Bearing Piles EC7 NL model Editing Layers To view a graphic representation of a CPT corresponding to its profile select the correspond ing sub node under the Soil Profiles node in the tree view The Layers tab of the Soil Profiles window opens The red line in the graph corresponds to the q value and the blue line corre sponds to the friction On the right side of the plotted CPT a soil layer interpretation is drawn D FOUNDATIONS automatically interprets all imported CPTs based on the interpretation rule that is selected by the user in the CPT Rule selection box below the graph To use the pro po
39. Note By right clicking the mouse button in the CPT Profile view of the Additional Data tab and selecting View Preferences the Project Properties window opens to determine which names for the soil materials will be used in the profile view Summary Pressures If they are available the Summary Pressures tab Figure 6 10 also displays the soil pressures as derived from the data set in the Soil Profiles window Z 3 A soil Profiles CPT 01 10 00 15 00 X 23 680 ee Layers Additional Data Summary Pressures qe MPa 0 004 5 000 015 CED 025 XD 05 00 00 500 Ground level 0 69 20001 Y 12 525 Edit Profile CPT 01 IkNim2 0 0 100 0200 0200 0400 0500 0800 0 PL Phreatic Level 2 00 m EL Excavation Level 6 00 m Pore Pressure Total Stress no Effective Stress Figure 6 10 Soil Profiles window Summary Pressures tab Use the buttons in the button bar to manipulate the view 98 of 280 Deltares Tension Piles EC7 NL Input amp Calculations Note Those pressures are always displayed for the original profile and excavations and surcharges are not taken into account in this display 6 4 Foundation In the tree view the Foundation node contains the following sub nodes o Pile Types Pile Properties Top View Foundation Browsing through these nodes allows data applying to the foundation to be viewed and en
40. Os Load settlement curve Deltares a is the pile factor for the shaft friction The value for the factor according to NEN 9997 1 C1 2012 depends on the soil material for cohesive soils For non cohesive soils sand gravel the value for depends on the pile type Therefore it can be specified by selecting one of the standard pile types from the combo box As a result the actual value for a will be displayed in the current value box If User defined is selected as the sub type only the parameter value is entered the relation of the subtype with the pile type no longer applies This has the following consequences O The value entered for a valid for sand and gravel layers will NOT be adjusted for any instance of coarse grain NEN 9997 1 C1 2012 Table 7 c Oo The exception for the determination of the pile tip shape factor 8 cannot be met because it is impossible to determine that a cast in place pile with a regained steel driving tube is applied NEN 9997 1 C1 2012 art 7 6 2 3 g O The check on AL length of positive skin friction zone when a weighted tip is applied cannot be performed because it can not be determined that a pre fabricated pile is used NEN 9997 1 C1 2012 art 7 6 2 3 c For cohesive soils clay peat loam the factor according to the standard is depth dependent and thus has no single value As a result the current value box displays N A Not Applicable as the value can not be shown lf User defi
41. Pore water pressure MPa Total Effective Stress X 1 047 Y 11 217 Edit Figure 5 7 Soil Profiles window Summary Pressures tab Use the buttons in the button bar to manipulate the view Note Those pressures are always displayed for the original profile and the excavations and surcharges are not taken into account in this view 5 3 Foundation In the tree view the Foundation node contains the following sub nodes Pile Types Pile Properties Top View Foundation Browsing through these nodes allows data applying to the foundation to be viewed and input The available options are described below Deltares 79 of 280 5 3 1 D FOUNDATIONS User Manual Pile Types In the Foundation Pile Types window reached by clicking on the Pile Types node types of piles can be added and their characteristics defined D FOUNDATIONS is supplied with a database of pre defined pile shapes When one of the pre defined shapes is selected a drop down list of pre defined pile types depending on the selected shape becomes available in the Pile type field If one of the pre defined types is selected the corresponding pile type data are filled in automatically and cannot be edited Select the pile type User defined to enter all data manually P Foundation Pile Types Rect 400x400 Lo Pile shape Dimensions S TKI N b Base width a mj 0 400 AA A S SY Ts Base length b m 0 400 RES a
42. Set focus to the next control DOS style Feasibility User ID Password Cancel Help Figure 3 2 Program Options window General tab 20 of 280 Deltares General Start up with Save on Calculation Use Enter key to Feasibility Click one of these toggle buttons to determine whether a project should be opened or initiated when the program is started No project Each time D FOUNDATIONS is started the buttons in the toolbar or the options in the File menu must be used to open an existing project or to start a new one Last used project Each time D FOUNDATIONS is started the last project that was worked on is opened automatically New project Each time D FOUNDATIONS is started a new project is created ready for fresh input information Note that this option is ignored when the program is started by double clicking an input file The toggle buttons determine how input data is saved prior to calculation The input data can either be saved automatically using the same file name each time or a file name can be specified each time the data is saved Always Save Previously saved project data will be overwritten Always Save As The Save As window will be displayed This allows sav ing the project data with a file name In this way previously saved project data will NOT be overwritten The toggle buttons allow the way the Enter key is used in the program either as an equivalent of pressing the
43. eto Overrule pile factors i tit i rt T Pile tip cross section factor s E 1 00 i tit I Pile tip shape factor B EJ 1 00 Figure 4 20 Foundation Pile Types window for Bearing Piles EC7 NL model The required pile shape can be selected by clicking on the pertinent diagrammatic represen tation of the geometry in the panel on the left of the window Figure 4 20 In the Dimensions sub window at the top the pile dimensions can be entered The geometric parameters that are required depend on shape chosen FT Rectangular pile Enter the base width and base length of the pile for piles DAN Rectangular pile Enter the width length and height of the base as well as with enlarged base the width and length of the shaft Ahk Rectangular pile Enter the base width and base length of the pile for sheet piling T Round pile Only the diameter is required Deltares 53 of 280 D FOUNDATIONS User Manual amp Y y HO EJO o al Round tapered pile Round hollow pile with closed base Round hollow pile with open base Round pile with enlarged base Round pile with lost tip Round pile with in situ formed expanded base H shaped profile Enter the diameter at the pile tip and the increase in di ameter per m pile length Enter the external diameter and the wall thickness of the pile Enter the external diameter and the wall thickness of th
44. feasibility of different types of geotechnical engineering works The database contains details of hundreds of projects involving the driving of piles The Feasibility module gives access for the user to those experiences as explained in section 9 2 and section 9 3 Note When using the Feasibility module the aim is not to judge the feasibility of the project as input into D FOUNDATIONS but only to provide the user with experiences on practical feasi bility The user retains the final responsibility for the project Note For now the feasibility options are limited to rectangular prefab piles and user defined round piles when using the model Bearing piles EC7 NL and to user defined round piles only for the model Tension Piles EC7 NL Selection of soil profile and pile type When choosing either GeoBrain drivability prediction or GeoBrain drivability experiences from the Feasibility menu the Select a profile window first opens in which one of the previously defined soil profiles and pile types must be selected before starting a prediction section 9 2 or searching similar experiences in the GeoBrain database section 9 3 Profiles 02 Pile type Geobrain supports only a limited number of piletypes Only the piletypes supported by geobrain will appear in the list below Geobrain can only predict one piletype at a time so please select the piletype of your choice Round 300 Round 450 Cancel Help Figure
45. in Dutch Nederlands Normal isatie Instituut Dutch Normalisation Institute NEN 2012 NEN 9997 1 C1 2012 nl Geotechnisch ontwerp van constructies Deel 1 Algemene regels Geotechnical design of structures Part 1 General rules in Dutch Poulos H G and E H Davis 1974 Elastic Solutions for Soil and Rock Mechanics New York WTCB 2008 Richtlijnen voor de toepassing van Eurocode 7 in Belgi Deel 1 Het grond mechanisch ontwerp in uiterste grenstoestand van axiaal op druk belaste funderingspalen NL WTCB 2010 Rapport nr 12 NBN E25007 NOO6 N Richtlijnen voor de toepassing van de Eurocode 7 in Belgi Deel 1 Het grondmechanische ontwerp in de uiterste grenstoestand van axiaal op druk belaste funderingspalen Guidelines for the implementation of Eurocode 7 in Belgium Part 1 Deltares 277 of 280 D FOUNDATIONS User Manual 278 of 280 Deltares Deltares systems 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 Photo s by BeeldbankVenW nl Rijkswaterstaat
46. lok Indication bearing capacity Bearing capacity at fixed pile tip levels Pile tip levels and net bearing capacity Selected pile types Available pile types Round 550 y A Y lla la Figure 4 28 Calculation window Preliminary Design for Bearing Piles EC7 NL model Finally once the calculation type and relevant parameters have been selected click Start to begin the calculation Note When a calculation is started any previous calculation results will be replaced To retain previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation Deltares 65 of 280 D FOUNDATIONS User Manual option on the General tab in the Program Options window Tools menu In that case a Save As dialog will automatically appear each time a calculation is started Note The nature of the calculation that has to be performed greatly influences the time needed to perform the calculation Apart from the number of piles when performing verifica tion and the number of selected CPTs and Pile types there is another factor that has great impact upon the required calculation time if positive friction has to be calculated the required calculation time may increase considerably This is especially true if the positive friction zone contains cohesive soil types loam clay peat in which case the calculation time may inc
47. lt m lt 0 10 m other wise Sney 0 applies Per CPT per pile for the settlement calculation BEREKENING ZAKKING VOOR PAAL 1 BIJ SONDERING 01 1 Eea gem 18626 77 m 0 950 sigma w_dDb 121 66 AdD 150 06 Fo tot i 504 000 Rb cal max i d 316 193 Rs cal max i d 263 464 s2 0 0684 Rb i d pe 241 118 sb 0 0110 sel 0 0060 sl 0 0170 s 0 0854 li Calculated value of the total load on the pile head Roscalimas 00 Escalas 2 Rbsisd Sh Sel 1 S Deltares Maximum design value of pile tip resistance Maximum design value of pile shaft resistance Calculated value of the settlement caused by compressing the layers under pile tip level Calculated value of the dominant force in the pile tip based on pile dis placement see NEN 9997 1 C1 2012 Figures 7 n and 7 0 Calculated value of the settlement of the pile tip as a result of the load on the pile Calculated value of the settlement of the top end of the pile with respect to the pile tip as a result of the elasticity of the pile itself Calculated value of the settlement of the top end of the pile Calculated value of the settlement of the top of a foundation element 135 of 280 D FOUNDATIONS User Manual End results AANVULLENDE INFORMATIE Maximale schachtspanning treedt op bij Sondering 02 1 paalnr 8 Sigma max schacht bij grenstoestand GEO 8 448 Maximale zakking treedt op bij Sondering 02 1 paalnr 8 s d max 99 083
48. parameters that may be entered appear in the lower half of the input window 21 Enter the values that are listed below For base width av 0 4 m For base length bv 0 42 m bv hs For height H 1 2 m a SSH For shaft width as 0 32 m EE For shaft length bs 0 32 m Ep 22 Select lt User defined vibrating gt as the Pile Type 23 Select lt Bored pile drilling mud uncased borehole gt under a sand gravel to cause the automatic selection of the pertinent pile factor for shaft friction in sand and gravel 24 Select lt According to the standard gt under a clay loam peat to allow the pile factor for shaft friction in clay loam and peat to be determined according to the NEN 9997 1 C1 2012 standard 25 Select lt User defined gt for a the pile factor for the point and enter the value lt 0 88 gt in the input field that appears 26 Select lt Displacement pile gt under Load settlement curve 27 Select lt Concrete gt as the Material The Young s modulus is given automatically 28 Select lt Synthetic gt as the Slip layer Deltares 165 of 280 10 6 D FOUNDATIONS User Manual J Foundation Pile Types RectEn 400x420 Loja i Pile shape Dimensions S l y Base width av rm 0 4
49. reports and the user interface D FOUNDATIONS version 14 1 July 2014 This new version incorporates the following changes For the Bearing Piles EC7 NL model O The old exception for CFA piles for a use 0 01 instead of 0 006 when the cpt is made after pile installation is no longer part of NEN EN version 2012 and is therefore removed from the program So now s 0 006 will always be used O When using a pile with an enlarged base with improper dimensions the program will now produce an error instead of calculation with 8 1 O Trying to calculate when the top of the soil profile is below the first CPT measurement resulted in an unexpected error This will now give a neat error message For Tension Piles EC7 NL model O Backward compatibility for reading old MFoundation files for pile types requires conversion to new pile type definitions is improved O The weight for hollow pile types is corrected Note that these are now assumed to be empty o Corrected an error with the determination of the weight of a rectangular pile with enlarged base D FOUNDATIONS version 15 1 April 2015 This new version incorporates the following im provements Renaming the materials is now possible for user defined materials Note that standard materials can not be renamed as these are used by the standard interpretation models The number of digits in the report for the wall thickness of hollow piles is increased o The load
50. the main window is displayed Figure 2 2 This window contains a menu bar section 2 2 1 an icon bar section 2 2 2 a tree view section 2 2 3 providing easy access to all input windows allowing project data to be edited and added quickly and efficiently a title panel section 2 2 4 and a status bar section 2 2 5 The caption of the main window of D FOUNDATIONS displays the program name followed by the model When a new file is created the default model is Bearing Piles EC7 NL and the project name is Project Deltares 11 of 280 D FOUNDATIONS User Manual E Project Properties Description Design Intermediate Report 2 2 1 Menu bar B D Foundations Bearing Pi File Project Calculation Results Feasibility Tools Window Help O Ga ea Construction Sequence Load Settlement Curve E o E Soil Materials Profiles Foundation Title 3 D Foundations Projectl Ple Types Date 10 19 2010 I Use curent date Pile Properties 2 x Top View Foundation rawn by Excavation Project ID M Calculation E Results Annex ID Geotechnical consultant Design engineer superstructure Principal Location Figure 2 2 D Foundations main window To access a menu click a menu name on the menu bar and select the appropriate option File Project Calculation Results Feasibility Tools Window Help Figure 2 3 D Foundations menu bar The menu bar contains the followi
51. the pile dimensions can be entered The geometric parameters that are required depend on shape chosen Deltares 99 of 280 D FOUNDATIONS User Manual E i Rectangular pile for piles Rectangular pile with enlarged base Rectangular pile for sheet piling Round pile Round tapered pile Round hollow pile with closed base Round hollow pile with open base Round pile with enlarged base Round pile with lost tip Round pile with in situ formed expanded base H shaped profile Enter the base width and base length of the pile Enter the width length and height of the base as well as the width and length of the shaft Enter the base width and base length of the pile Only the diameter is required Enter the diameter at the pile tip and the increase in di ameter per m pile length Enter the external diameter and the wall thickness of the pile Enter the external diameter and the wall thickness of the pile Enter the pile and base diameters and the height of the base Enter the pile and base diameters The height of the base is automatically set to zero Enter the pile and base diameters and the height of the base Enter the height and width of the H shape as well as the thickness of the web and of the flange Note These dimensions are indicated on the diagrams on the Pile shape sub window When the pile shape is select
52. 0 00 6 00 No 7 0 00 0 00 _ center 2 00 2 00 6 00 No 0 00 0 00 es 2 00 4 00 6 00 No y 0 00 0 00 7 J 8 19 Figure 14 10 Foundation Pile Properties window showing input pile grid 14 2 3 Excavation The next step is to define the excavation for the parking garage 25 26 27 28 29 Click the Excavation node in the tree view to open the Excavation window Fill in an Excavation level of reference level lt 6 m gt the level where the floor of the parking garage will be situated For Reduction of cone resistance select Begemann For the requirements needed in order to apply the Begemann method for reduction of the cone resistance see NEN 9997 1 C1 2012 art 7 6 3 3 c see also section 4 5 For Distance edge pile to excavation boundary fill in the unrealistically large value of lt 1000 m gt This to simulate a situation where the excavation is infinitely wide This way the positive influence of the walls of the garage is minimized and a clear picture of the bearing capacity of the middle pile can be obtained Note that this is a safe approach Click Begemann again to display the correct results in the graph after changing the dis tance as shown in Figure 14 11 The diagram on the right hand side of the window shows the effect of the excavation as inter Deltares 205 of 280 D FOUNDATIONS User Manual preted using the Begemann method It reduces the stresses in the soil which is tr
53. 0 25 m gt 206 of 280 Deltares Tutorial 5 Parking Garage on Tension Piles L Calculation 8 EX Optional parameters Overrule parameters Model options Unitweightwater kN m3 9 81 T Factor 5 1 00 I Use compaction Surcharge kN m2 0 00 T Factor Si 1 00 I Overtule excavation a Y mvarge 1 00 W Overrule excess pore pressure Rigidity of superstructure G A aa Non tigid B Yst oo C Rigid rl ide oo Tension Piles EC NL ras Selected Profiles Available Profiles mancon Indication bearing capacity CPT OI x Begin Im 7 00 C Bearing capacity at fixed pile tip levels z End im C2400 7 C Pile tip levels and net bearing capacity Fi lt ia Interval m 0 25 Selected pile types Available pile types Rect 450x450 o Y A Y le le la Figure 14 12 Calculation window for Tension Piles EC7 NL model 32 Start the calculation by clicking the Start button In the Design Results window that opens four lines are plotted two of which coincide Each of these lines shows the tension forces on a pile Note that piles have been grouped Due to symmetry in the pile plan the same forces apply to the four piles at the corners the center pile is unique and the other four piles can be divided in two groups of two piles 3 6 9 E Ba O 2 center 3 1 4 7 El L U Figure 14 13 The simplified pile plan of the parking garage 33 In order to determine which of the pile groups contains the cen
54. 00 Copy From rm Copy To Pile tip level m 1 24 00 al Top of tension zone m 7 00 Figure 6 8 Soil Profiles window Additional Data tab Under the Additional Data tab the following information may be entered Phreatic level Pile tip level Top of ten sion zone Copy From Copy To This value specifies the dividing level between the dry soil above the phreatic level and the wet soil below the phreatic level The default value used by D FOUNDATIONS corresponds to the ground level of the imported CPT file GEF CPT DOV or SON lowered by 0 5 m Although desirable it usually turns out that the application of a single pile tip level within a project is not realistic Variations in the level of the bearing layer found in the CPTs force the constructor to apply several pile tip levels The required pile tip level can be specified separately for each CPT The design option of D FOUNDATIONS suppresses the various specified pile tip levels in favor of the defined pile tip trajectory In that case each calculation step read each pile tip level uses the trajec tory level as the pile tip level for all CPTs involved in the calculation The calculation of the tension capacity will start from this level Note that this level must be at least 1 m beneath the excavation level or the surface level if no excavation is required D FOUNDATIONS checks this requirement and if it is not met D FOUNDATIONS provides a
55. 0000000 1 0000000 BLoam slightly sandy weak 7 00 17 00 25 00 0 00 0 1 0000000 1 0000000 BLoam slightly sandy modstiff 19 00 19 00 25 00 4 00 4 1 0000000 1 0000000 BClay clean moderate 17 00 17 00 20 00 4 00 4 1 0000000 1 0000000 BClay clean stiff 19 00 19 00 20 00 15 00 15 1 0000000 1 0000000 BClay clean weak 16 00 16 00 20 00 2 00 2 1 0000000 1 0000000 BClay clean modstiff 8 00 18 00 20 00 8 00 8 1 0000000 1 0000000 BClay slightly sandy moderate 17 00 17 00 22 00 4 00 4 1 0000000 1 0000000 BClay slightly sandy stiff 19 00 19 00 22 00 15 00 15 1 0000000 1 0000000 BClay slightly sandy weak 16 00 16 00 22 00 2 00 2 1 0000000 1 0000000 BClay slightly sandy modstiff 18 00 18 00 22 00 8 00 8 1 0000000 1 0000000 BPeat slightly sandy moderate 2 00 12 00 15 00 5 00 5 1 0000000 1 0000000 BPeat slightly sandy stiff 14 00 14 00 15 00 10 00 10 1 0000000 1 0000000 BPeat slightly sandy weak 0 00 10 00 15 00 2 00 2 1 0000000 1 0000000 Cancel Help Figure 7 4 Belgian Annex window for Shallow Foundations EC7 NL model Select the required soil and then click OK to return to the Soil Materials window where the information for the selected soil will have been filled in To select and add more than one soil at the time use the Shift or Control key when select ing Note The NEN 9997 1 Table 1 andBelgian Annex windows display either the high or the low values according to the influence of the parameters For example
56. 1 Actual calculation begins by determining the maximum bearing capacity on the foun dation surface bearing capacity in a vertical direction It is determined whether the undrained state can occur in the given problem definition If so the calculation method case a b or c for the undrained state is selected and the pertinent calculations per formed If the undrained state does not occur the program immediately starts determin ing the maximum vertical bearing capacity in the drained state Here too the correct calculation method is first determined prior to making the calculations Determining the maximum horizontal bearing capacity is limited to a consideration of Deltares 265 of 280 tte D FOUNDATIONS User Manual the shear resistance Sh q in relation to the horizontal load F Active and passive soil loads are not included in the calculations In the majority of calculations the simple test Shid F nq will be sufficient If the passive earth pressure is still needed to confirm the horizontal bearing capacity the users must refer to NEN 9997 1 C1 2012 Chapter 9 Here the users should remember that for full mobilization of the passive soil load relatively large deformations displacements in the horizontal plane are necessary 0 05 x foundation depth see Table 9 c NEN 9997 1 C1 2012 art 9 5 4 c and thus they should bear in mind if the displacement of the foundation element is permissible Verificatio
57. 1 1 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 Open the program If possible open a project that can illustrate the question Choose the Support option in the Helo menu The System Info tab contains all relevant information about the system and the Deltares software The Problem Description tab enables a description of the problem encountered to be added Deltares 7 of 280 1 9 D FOUNDATIONS User Manual Support x Delta res DeltaresSystems Rotterdamseweg 185 Phone 31 88 335 79 09 Zz P O Box 177 Fax 31 88 335 81 11 NL 2600 MH Delft E mail support deltaressystems nl System Info Problem Description Please explain your issue here Send Print SaveAs Help Figure 1 2 Support window Problem Description tab After clicking on the Send button the Send Support E Mail window opens allowing sending the current file as an attachment Mark or unmark the Attach current file to mail checkbox and click OK to send it Send Support E Mail 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 Sendi
58. 2 1 Adding a profile section 7 2 2 2 Modifying an existing profile section 7 2 2 3 Viewing and editing the layers representation of a profile section 7 2 2 4 Entering additional data section 7 2 2 5 Viewing the soil profile section 7 2 2 6 Viewing the pressures profile if available 000000 Adding Profiles Adding a profile does not depend on the selected model so refer to section 4 3 2 1 for Bearing Piles EC7 NL model Options for existing profiles Options for existing profiles are the same for all the models so refer to section 4 3 2 2 for Bearing Piles EC7 NL model Editing Layers Viewing a graphic representation of a CPT corresponding to its profile is similar to the Bearing Piles EC7 NL model so refer to section 4 3 2 3 Deltares 117 of 280 D FOUNDATIONS User Manual 7 2 2 4 Additional Data P Soil Profiles CPT 01 C fm Layers Additional Data Summary Pressures an Copy From Phreatic level Im 2 00 Copy From Copy To Placement depth of foundation element m 0 00 ese Concentration value according to Frohlich H 3 Figure 7 5 Soil Profiles window Additional Data tab for Shallow Foundations EC7 NL model Under the Additional Data tab the following information can be entered Phreatic level This value specifies the dividing level between the dry soil above the phreatic level and the wet soil below the phreatic level The default value us
59. 3 4 000 Peat not pl weak 4 5 Hii u lo la 7 000 Clay clean moderate 16 000 Sand clean moderate ii h kal la Beall Coordinates CPT Rule NEN Rule hd _ x m 0 00 Y m 0 00 Min layer thickness m 10 00 Edit Figure 15 2 Soil Profiles window Layers tab 212 of 280 Deltares Tutorial 6 Farm with a Pond Shallow Foundations 7 Switch to the Additional Data tab Here the Phreatic level should be set at lt 0 5 m gt and the Placement depth of the foundation element at lt 1 m gt Specifying the Concentration value according to Fr hlich as 3 means the stress distribution model described by Boussi nesq will be followed If a value of 4 is specified then an increasing stiffness with depth for the soil layers can be simulated This tutorial uses the default value of lt 3 gt DP Soil Profiles New Profile Layers Additional Data Summary Pressures mean Copy From Phreatic level Im 0 50 Wels te i Copy To Placement depth of foundation element m 1 00 PRESA Concentration value according to Frohlich H 3 Figure 15 3 Soil Profiles window Additional Data tab for Shallow Foundations model 8 Click on the Foundation Types node in the tree view A new foundation type is auto matically created Define a Rectangular shaped elemen
60. 36 piles in a 6x6 grid has been devised Figure 11 1 The piles are 2 m apart from each other Deltares 171 of 280 11 2 D FOUNDATIONS User Manual NINAN single pile 250mm top view Figure 11 1 Front and top views of the pile plan Tutorial 2 Preparing a new project 1 Click Open from the File menu and select the project Tutorial 1 2 Select Save As in the File menu and save the project as lt Tutorial 2 gt before continuing this tutorial 3 In the Project Properties Description window change Title 1 and Title 2 to respectively lt Tutorial 2 for D FOUNDATIONS gt and lt Feasibility of Bearing Piles for a Storehouse gt Defining the correct pile tip level s The first step is to define the correct pile tip levels to be used for the feasibility checks 4 Switch back to profile 07 by selecting its corresponding node in the tree view In the Soil Profiles window that opens select the second tab Additional Data 5 Fill in the value of reference level lt 15 7 m gt in the input field Pile tip level Note that this value of 15 7 m represents the pile tip level which is easily computed from the surface level and the pile length 0 8 14 9 15 7 6 Switch to profile 02 and fill in the same value Defining the pile plan The pile types to be used and the length of the piles have already been
61. 4 18 displays the CPT and if available the profile with data such as defined layers material types per layer and user defined levels Phreatic level skin friction levels etc In addition to the standard q diagram red line in Fig ure 4 18 the reduced value of qe for the determination of a positive skin friction is also shown green line in Figure 4 18 when a valid zone for the positive skin friction has been defined Note that the reduction shown here always assumes the use of a driven prefab concrete pile The actual reduction as really used in the calculation of course will be determined by the pile type and the construction method used The Summary Pressures tab Figure 4 19 also displays the CPT 50 of 280 Deltares 4 3 2 6 Bearing Piles EC7 NL Input 8 Calculations B Soil Profiles 01 Layers Additional Data Summary Pressures Phreatic level im 1 38 Copy From Pile tip level rm 27 28 Copy To Overconsolidation ratio of bearing layer 1 00 Top of positive skin friction zone m fa 3 00 Bottom of negative skin friction zone m fa 3 00 Expected ground level settlement m 0 11 ma qc MPa 5 00 10 0015 00 20 0025 0030 0035 00 40 00 PL Phreatic Level 1 38 m PTL Pile Tip Level 27 28 m MPa PSFZ Positive skin fraction zone top 13 00 m juced qc for alpha_s MPa NSFZ Negative skin fraction zone bottom 13 00 m x 102 711 Y 3
62. 7 1 Tree view File Project Calculation Results Tools Window ctl Help OD GA 60 6 B e E Project Properties Description E Soil Materials Profiles Title 2 4 ee Tile3 D Foundations Project Types Date 10 19 2010 M Use current date Loads nn _ Foundation Plan psa Top View Foundation Project ID Calculation Intermediate Report Geotechnical consultant E Results gonen Design engineer superstructure Principal Location Figure 7 1 Main window for the Shallow Foundations EC7 NL model For the shallow foundations model the tree view contains the following nodes and sub nodes Project Use this option to describe and identify the project Properties Description Soil Use this option to enter the soil material properties Materials Soil Use this option to enter and view a soil profile as well as to enter additional Profiles data related to the profile Optionally CPTs can be used here as base for the profiles Soil Slopes Use this option to input slope geometries if required Elsewhere in D FOUNDATIONS the slopes can be linked to foundation elements Foundation Use this option to enter the dimensions of the project s foundation elements Types Round rectangular or strip shaped elements can be analyzed Deltares 113 of 280 D FOUNDATIONS User Manual Foundation Loads Foundation Foundation Pla
63. 909 11 39 17 2 25 3 508 36 545 9 60 18 2 35 3 118 38 182 8 17 19 2 45 2 790 39 818 7 01 20 2 55 2 511 41 455 6 06 21 2 65 2 272 43 091 5 27 22 2 75 2 066 44 727 4 62 23 2 85 1 886 46 364 4 07 24 2 95 1 729 48 000 3 60 25 3 05 1 591 49 636 3 21 26 3 15 1 469 51 273 2 86 27 3 25 1 360 52 909 2 57 28 3 35 1 263 54 545 2 31 29 3 45 1 176 56 182 2 09 30 3 55 1 097 57 818 1 90 31 3 65 1 027 59 455 1 73 32 3 75 0 962 61 091 1 58 33 3 85 0 904 62 727 1 44 34 3 95 0 851 64 364 1 32 35 4 05 0 802 66 000 1 22 36 4 15 0 758 67 636 1 12 37 4 25 0 717 69 273 1 03 38 4 35 0 679 70 909 0 96 39 4 45 0 644 72 545 0 89 40 4 55 0 612 74 182 0 83 41 4 65 0 582 75 818 0 77 42 4 75 0 554 77 455 0 72 43 4 85 0 529 79 091 0 67 44 4 95 0 505 80 727 0 63 45 5 05 0 482 82 364 0 59 46 5 15 0 461 84 000 0 55 47 5 25 0 442 85 636 0 52 48 5 35 0 423 87 273 0 48 49 5 45 0 406 88 909 0 46 so 5 55 0 390 90 545 0 43 51 5 65 0 374 92 182 0 41 93 818 95 455 97 091 98 727 100 364 102 000 103 636 105 273 106 909 108 545 110 182 111 818 113 455 115 091 116 727 118 364 120 000 121 636 123 273 124 909 126 545 128 182 129 818 131 455 133 091 134 727 136 364 138 000 139 636 888 273 1640 591 runa NES 20 laag laag 13 layer no Layer in the soil profile counting down from the surface depth Level in m at which the effective stresses have been determined middle of the relevant layer
64. B model The button bar of this window allows the view to be manipulated in various ways Deltares 83 of 280 D FOUNDATIONS User Manual Click this button to select objects using the cursor and to finish using any of the other modes described below 8 Click this cursor to activate the pan mode Click and drag the view to see a different part of it a Click this button to activate the zoom in cursor Then click on the part which is to become the centre of the desired enlarged view Repeat this step several times if necessary ve Click this button to undo the last zoom in step If necessary click several times to retrace each consecutive zoom in step that was made A Click this button to select a rectangle for enlargement The selected part will be enlarged to fit the window Repeat this step several times if necessary E Click this button to measure the distance between two points Click on one point and the distance from there to the current mouse position is displayed in the panel at the bottom of the view Click this button to undo the last zoom step e Click this button to restore the original dimensions of the view 5 4 Calculations To start a calculation click the Calculation node in the tree view or select Start in the Cal culation menu A window opens with various options to be set and the types of calculation available The top half of the window relates to data required for bearing pile calculations described i
65. CONTROLE BIJ GRENSTOESTAND GEO Beta_dGEO 1 0 061 Maximale The number of both the CPT and the pile where the maximum schachtspanning shaft tension occurs Sigma_max_schacht_GEO The maximum occurring shaft tension Maximale zakking The number of both the CPT and the pile where the maximum settlement occurs s_d max The maximum occurring settlement for non rigid structures or the average settlement for rigid structures Beta_dGEO The maximum occurring relative rotation 8 3 2 Intermediate Results for Bearing Piles EC7 B The following is a description of the intermediate results for the q calculation The following is executed calculation per CPT TUSSEN RESULTATEN BEREKENINGS MODEL BEARING PILES EC B Resultaten per sondering met de optie De Beer Paalrornfactor beta 1 000 Paslvroetvormfactor lambda 1 000 Tussen resultaten voor sondering GEO 89 f128 51 Delta is 1 000 DPaal is 0 200 Diepte eff phi beta beta spanning berekend comas paal 2 37 14 913 29 906 ple he Ja 1 388 2 17 16 851 23 874 1 571 1 571 1 97 18 689 26 135 1 571 1 571 1 77 20 627 24 432 1 571 1 571 1 57 22 665 24 556 1 571 1 571 beta Pile form factor 6 lambda Reduction factor depending on the form of the base A Diepte Depth eff spanning Initial effective vertical stress phi berekend Calculated value for the angle of internal friction y deviating from the y detected in the laboratory depending on the init
66. CPT values lt is now For Bearing Piles EC7 NL the value of a clay loam peat given in the report is not correct in some cases for mainly manual CPT with only a few CPT values lt is now For Bearing Piles EC7 NL two missing steel pile types grouted steel piles are added For Bearing Piles EC7 NL the check defined by NEN 9997 1 C1 2012 art A 3 3 3 is now performed in the main Report not only the Intermediate Report For Shallow Foundations EC7 NL the Zoom limits does now work properly for rectan gular foundations For Bearing Piles EC7 NL the check on the foundation plan for the pile group criteria could fail if the centre to centre distance of the piles is equal to 10 times the minimum pile diameter i e the pile group criteria This is solved 1 6 Definitions and Symbols The definitions and symbols used in D FOUNDATIONS are explained in the Background section In section 17 6 section 19 7 and section 20 5 the definitions and symbols for each model are provided 1 7 Getting Help From the Help menu choose the Manual option to open the User Manual of D FOUNDATIONS 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 18 Getting Support 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
67. CPT01 4 59 131 85 14 59 0 00 12 25 CPT O1 5 20 137 82 15 20 0 00 12 50 CPT O1 15 81 143 78 15 81 0 00 12 75 CPTO1 6 41 149 75 16 41 0 00 13 00 CPT 01 7 02 155 72 17 02 0 00 13 25 CPTO1 7 63 161 68 17 63 0 00 13 50 CPT 01 18 24 167 65 18 24 0 00 13 75 CPT O1 8 84 173 62 18 84 0 00 14 00 CPTO1 9 45 179 58 19 45 0 00 14 25 CPT O1 20 06 185 28 20 06 0 00 14 50 CPT O1 20 67 190 16 20 67 0 00 Figure 14 14 Design Results indicative window Text tab 34 Select the Chart tab The line with the markers indicates the results of the center pile which are on interest As can be seen in Figure 14 15 the tension forces are smallest for this pile 208 of 280 Deltares 14 4 Tutorial 5 Parking Garage on Tension Piles IR Design Results cos Show results Rtd C Eurocode 7 Indicative 3 Text Chart Chart options CPT CPT01 Pile type All pile types la la Force Rtd Z Pile group AMEN CPT 01 All groups All types Rt d kN 0 0 200 0 400 0 800 0 Legend for pile groups and pile types a e Level mR L 200 4 Sse Results of the option Tension Piles NEN EN model Figure 14 15 Design Results indicative 3 window Chart tab 35 Select 4 under Pile group to display just the results for the center pile At a
68. Calculation value of the original vertical effective stress at depth z Calculation value of the maximum foundation pressure Calculation value of the vertical load Calculation value of the extra load of soil when the foundation level is displaced due to punch Correction of the width of the foundation element when the foundation level is displaced with respect to punch dz x tan 8 Correction of the width of the foundation element when the foundation level is displaced with respect to punch dz x tan 8 Correction of arm of horizontal force when the foundation level is displaced with respect to punch Effective width of the foundation element Effective length of the foundation element Foundation level valid at this moment in the calculation Calculation value of the weighed cohesion Calculation value of the weighed effective angle of friction Calculation value of the weighed effective volumetric weight of the soil under the foundation surface Calculation value of the drained vertical bearing capacity Maximum calculation value of the total vertical load including extra load due to punch Va Vo u a Parameters Results WITH punch These match the parameters for the drained situation without punch Shear undrained behavior da oc oud w m nuh aon 565 201 Ftrek ONGEDRAINEERD GEDRAG EQU Berekeningsgeval Geval B Bepaling initieel effectief oppervlak A Ve 0 000 11 000 zu 0
69. Conusweerstand MPa 0 40 Filename GE0 69485 525 htm Conus type M4 E Conversion factors mechanical CPT 3 Level top tertiary clay m TAW 22 Etta Tertiary clay Etta Other soil Diepte m t o v TAW Conversion factors 115 1 00 This mechanical CPT will be converted to an electronic CPT In this conversion the measured qc values are adapated to equivalent electronic qc values Within D Foundations automatic interpretation as well as all calculations are based on electronic qc values For this reason within D Foundations only the equivalent electronic qc values are shown and used To view the original 2 qc values use the GEFPlotT ool to display these values Cancel Help Figure 16 11 Import of DOV html file window At the left part of the Import of DOV html file window a graphic representation of the cone resistance q conusweerstand only is displayed as the mechanical CPT M4 doesn t measure the frictional resistance As previously conversion factors are used to convert the mechanical measured q values into equivalent electronic q values 25 Leave the conversion factors to their default values as prescribed by AOSO and enter a Level top tertiary clay of lt 22 m gt as previously 26 Click OK to continue 27 Athird sub node is formed under Profiles bearing the name of the CPT GEO 69 485 S25 D FOUNDATIONS opens the Soil Profiles window with an almost empty profile s
70. D FOUNDATIONS User Manual Table 14 1 Representative values of soil parameters based on boring Top of soil layer to reference level Material Very Vwet m kN m kN m 0 69 Loam 20 0 20 0 6 Soft Clay 17 0 17 0 14 Peat 12 5 12 5 15 Sand clean 18 0 20 0 son files so this will not be a problem More recently a boring has been carried out at the future location of the garage to obtain additional data for the subsurface Entering the project data 1 Create a new project by selecting New in the File menu 2 In the Project Properties Description window displayed enter the text lt Tutorial 5 for D FOUNDATIONS gt for Title 1 and lt Parking Garage on Tension Piles gt for Title 2 3 Save the project as lt Tutorial 5 gt in the Save As window from the File menu 4 Select Model from the Project menu and select the Tension Piles EC7 NL option in the Mode window that opens Model Bearing Piles EC NL Bearing Piles EC B Tension Piles EC7 NL Shallow Foundations EC NL F l Cancel Help Figure 14 2 Model window 5 Click OK to close the window Soil profile 6 To import the CPT data click the Soil Profiles node in the tree view 7 Select Tutorial 5 CPT 01 son to import the cone penetration test that was performed on the location where the parking garage is to be constructed The soil profile derived from the information of the boring i
71. D FOUNDATIONS levels above the reference level are considered as posi tive Settlements however are considered to be positive if they are pointing downward see Figure 20 3 268 of 280 Deltares Shallow Foundations model EC7 NL detail A detail A y settlement Figure 20 3 Sign conventions for settlements The units of the input parameters for the shallow foundations model are displayed in the table below Although it has been attempted to keep the units for the parameters equal to the units as they occur in the standards this has been deviated from is some cases In such cases in so far as the requisite accuracy allows this a larger unit was chosen to somewhat limit the length of figures to be entered and displayed These deviant units are indicated in the table with a followed by the unit as mentioned in the standards Table 20 1 Units of the input output parameters Description Symbol Unit Berm width B m Horizontal length of slope L m Height of slope H m Foundation level FL m NAP Ground level m NAP Groundwater level PL m NAP Fr hlich s concentration figure m Bottom layer level m NAP Volumetric weight of soil y kN m Volumetric weight of saturated soil Ysat kN m Effective angle of internal friction p Cohesion Cl kPa Undrained shear strength Janae kPa Primary compression index Ce Secondary compression inde
72. FOUNDATIONS Secondly the formula supplied for F mean a does not work if there is a gap between the positive and negative skin friction zone in Figure 17 1 the gap is presented as l This gap is filled by adding the following formula to the program if this gap has actually been defined by the user Pod l X Pe toh TN l x Fstot d E R 0 5 x l3 x Fs tot d R d ar E ainda NEN 9997 1 C1 2012 art 7 3 2 2 d Determining the negative skin friction for single pile In this article the formula specified for determining jaren is only valid if the water level is located in the first layer Moreover this formula is lacks the surcharge py Therefore instead of the formula specified in this article the program uses a more general proce dure for determining the effective vertical stresses and any superimposed load is then also taken into account Moreover in this article the formula for the determination of the characteristic neutral earth pressure coefficient Ko x in layer j applies for OC R 1 In case OCR is not 1 D FOUNDATIONS uses the formula of Jacky Ko j k 1 sin Pjk X vV OCR NEN 9997 1 C1 2012 art 7 3 2 2 e Determining the negative skin friction for pile group With respect to making O miren equal to Po rep it should be noted that this of course is only valid for the 1st layer For the other layers the following relationship applies 0 n v i rep 1 O m v i 1 rep 240 of 280 Deltares Bearing Pil
73. Figure 11 15 GeoBrain Experiences window Search on pile type after refinement on the Result quality It is clear that so far no real bad experiences are found with this pile type To return to the previous list of results just press the arrow behind the Result field in the Refine query box 29 Select the name of any given project to retrieve more information on the project itself Figure 11 16 lt Back Situation Geotechnics Prefabpile Installation Surroundings Experiences y GeoBrain Foundation Technology IKEA Haarlem 3 Laan voor Decima Haarlem Undesirable occurrences Pile crack 2x Damage to pile head 3x Measurements Drive Overview Situation Geotechnics Prefabpile Installation Surroundings Experiences Next gt Moderate 250 x 250 mm JUNTTAN HHK 7 Length 16 5 m General information about the project The features of the soil at the site of execution Features of the foundation system Execution of the foundation system Influence of the execution on the surroundings Developed undesirable occurrences Figure 11 16 GeoBrain Experiences window Detailed information on a project 30 Clicking either category will display more information about the project 31 Click on lt Back gt to return to the list of Figure 11 15 and inspect other projects if wanted Deltares 183 of 280 D FOUNDATIONS User Manual Conclusion This tutorial has shown how to check the feasibi
74. For this reason within D Foundations only the equivalent 0 electronic qc values are shown and used To view the original qe values use the GEFPlotT ool to display these values A 2 3 4 5 e Cancel Help Figure 4 9 Import of DOV html file window for mechanical CPT type M2 Level top Enter the top level of the Level top tertiary clay tertiary clay NOTE This level is available from the DOV database under isohypses Conversion Enter the conversion factor 7 Etta used to convert the mechanical mea factors sured qc values J meas nto equivalent electronic qc values qc eq as used in D FOUNDATIONS Qe eg Ye meas 1 This conversion factor Etta has different values depending if the soil is a tertiary clay Etta Tertiary clay or not Etta Other soil See Table 21 2 in section 21 4 for the values pre scribed in the Belgian Annex of Eurocode 7 Deltares 41 of 280 D FOUNDATIONS User Manual Import of DOV html file x General information Conusweerstand MPa 0 10 Filename GE0 69485 525 htm Conus type M4 ES 4 E Conversion factors mechanical CPT e 3 Level top tertiary clay m TAW 22 00 E r Etta Tertiary clay Etta Other soil E 2 5 Conversion factors fi 15 1 00 tt This mechanical CPT will be converted to an electronic CPT In this conversion the measured qc values are adapated to equivalent electronic qc values 0 Within D Foundations au
75. Foundations Top Use this option to display a graphic representation of entered piles View Foundation and CPTs Excavation Use this option to specify the excavation level along with some addi tional parameters related to the effect of an excavation Calculation Use this option to specify the calculation settings and verification re quirements and to execute the actual calculation Results Load Use this option to view the load settlement curve This option is avail Settlement Curve Results Design Results Intermediate Report able only if this curve has actually been calculated using the verifi cation options Use this option to view the results of trajectory based calculation options Preliminary Design Indication bearing capacity and Pile tip levels and net bearing capacity options and Verification Bearing Piles Design The results can be viewed in text format and when possible in graphic format This option is available only if one of the above calculations has been performed Use this option to view the intermediate results file if there is one Calculation results are written to this file if the Write intermediate results checkbox has been enabled in the Options sub window of the Calculation window Use this option to view the output file input data and calculation results in a report 4 2 Construction Sequence Click on the Construction Sequence node under Project Properties in the tree v
76. In addition to these requirements account should also be taken of the capabilities and limita tions of the bearing piles model There are described in the following sections section 17 7 1 Problem boundaries section 17 7 2 Variation in the level of the bearing layer section 17 7 3 Skin friction zones section 17 7 4 Non rigid Rigid superstructure section 17 7 5 Combination of superimposed load excavation section 17 7 6 Merging sub calculations 000000 Problem boundaries Because the model cannot be supplied with unlimited memory the limits given in Table 17 2 apply to the maximum problem size Table 17 2 Limits applied to the maximum problem size Maximum number of pile types 100 Maximum number of piles in pile plan 200 Maximum number of CPTs i e soil profiles 350 Maximum number of qc values per CPT 5000 Maximum number of layers per soil profile 100 Maximum number of iterations during design 151 Variation in the level of the bearing layer Although desirable in practice the use of a single pile tip level in a project is not usually feasible Variation in the level of the bearing layer for the executed CPTs forces designers to use different pile tip levels The bearing piles model therefore allows users to define the required pile tip level for each CPT In this way the user can cater for the above mentioned variations in the bearing layer level at least as far as the Verification Complete cal
77. Je SN Width w m 1 000 Length L Im 10 000 Type Prefab C Cast in place Figure 7 9 Foundation Types window for Shallow Foundations EC7 NL model Select the required foundation shape and then enter the requisite information Round Specify the Diameter Rectangular Specify the Width and the Length Strip Specify the Width of the strip The dimensions are indicated in the diagrams on the right hand side of the window Deltares 121 of 280 7 3 2 D FOUNDATIONS User Manual For Type the choice between Prefab and Cast in place influences the horizontal bearing ca pacity of the foundation Cast in place delivers a higher horizontal capacity as its contact surface with the soil is assumed to be rougher Strip footings assume an indefinite length whereas rectangular or round footings assume that all dimensions are known Because the L is infinite A y is in principal also infinite However when determining factors like e undrained 7 and 7 drained Aep is to be determined using Lef 1 when appropriate for Kappa 90 degrees Not appropriate is the case for le 1 and 2 where the horizontal load is runs parallel to the length axis of the foundation Kappa 0 In that case A y is still to be considered infinite In that case te 7 and 7 are set to 1 For all angles between 0 and 90 degrees linear interpolation between the values found at 0 and 90 degrees will provide the correct
78. Loads Select Maximize Vertical Loads in the Calculation sub window to calculate the maximum al lowed vertical load without eccentricities on the foundation elements based on the specified dimensions The program calculates these values to the nearest 0 01 kN with a minimum of 0 05 KN Note Any horizontal load that has been entered will be fully included in the calculations performed with this option Options Calculation Load factor Limit State STR GEO Serviceability Limit State 0 8330 Optimize Dimensions c M Use the 5 limit instead of the 20 limitto determine the settlement MEMIESicn Figure 7 17 Calculation window Options sub window for a Maximize Vertical Loads cal culation In the Options sub window the following information can be entered Load factor To determine the maximum allowed vertical load both limit state limit state STR GEO and serviceability limit state are checked Normally the loads STR GEO or for these limit states differ as the loads for limit state STR GEO Dutch serviceability uiterste grenstoestand are larger than serviceability limit state Dutch limit state pruikbaarheidsgrenstoestand This difference can be defined here as a load factor Force in serviceability limit state load factor x Force in limit state STR GEO The exact load factor should be determined based on NEN 9997 1 C1 2012 but typically this factor would be 0 833 128 of 280 Deltares 7 4 2 3 S
79. North 90 degrees West This value has no relevance for round elements Select the load that will act on the element placed at this position The drop down list contains the loads that were defined using the Loads sub node of the Foundation node of the tree view section 7 3 2 Select the soil profile that represents the soil beneath this foundation ele ment The drop down list contains the profiles that were defined in the Soil Profiles window section 7 2 2 3 Select the slope that should be linked to this position interacting with the foundation element also placed there The drop down list contains the slopes that were defined in the Soil Slopes window section 7 2 3 as well as the option None for foundations with no nearby slopes 123 of 280 7 3 4 D FOUNDATIONS User Manual Use the toolbar on the left side of this window to edit the table Ze JF 7x Use this button to insert a row in the table Use this button to add a row to the table Use this button to delete a row from the table Top View Foundation Select Top View Foundation under the Foundation node in the tree view to display this window Here the foundation element locations and types and the CPTs can be seen in plan view This view can also be used to check visually that there is no overlap between neighboring foundation elements This is relevant when the Interaction model as been selected in the Calculation window section 7 4 1
80. Option Preliminary Design Indication Bearing Capacity Figure 10 13 Design Results window Chart tab When the calculation process has finished the bearing capacity with depth of the pile tip is displayed in graphical format for both pile types and both soil profiles Follow the steps given below to inspect the results for the pile types one by one 38 First select pile type Rect 250 x 250 from the list of pile types The two lines in the graph that result give the bearing capacity for both soil profiles A bearing capacity of 400 KN is needed which is achieved at a level of 15 7 m 39 Then select pile type RectEn 400 x 420 from the list of pile types and read the values for the bearing capacity for both profiles Now the required bearing capacity is achieved at a level of 14 4 m Note For a preliminary design and consequently a single pile the default 3 and 4 factors that are taken into account are the 3 and factors for two CPTs n 2 and non rigid structure also see NEN 9997 1 C1 2012 Table A 10a For a rigid superstructure lower 3 and factors are allowed resulting a higher bearing capacity for the same piles at the same depth when verifying the preliminary design later on Most probably the specifications for this foundation assuming a rigid superstructure are met at a reference level of 14 m Note The design graph shows the level of the piles as the surface level is at about 0 8 m these needs t
81. Overrule parameters Model options Non tigid Factor Ey 1 00 IV White intermediate results Dutch C Rigid 2 I Factor i 1 00 v Use pile group E Yo 1 00 M Overrule excavation Transformation T 2 1 00 Limit state Serviceability Ts Suppress acill reduction EQU GEO Limit State r Tink 1 00 M Use Almere rules Maximum allowed settlement mm 65 22 T Area 1 00 El Maximum allowed relative rotation 1 100 300 VE ea gem kN m 1 00 05 Bearing Piles EC7 NL E Selected Profiles Available Profiles Me SEER E FUGBENT 7 Begin m 15 00 C Verificati FUGBEN2 erification FUGBEN3 lt End m 24 00 a gt Interval im 1 00 Indication bearing capacity gt Bearing capacity at fixed pile tip levels Pile tip levels and net bearing capacity Selected pile types Available pile types Round 550 RZ 0 iJ peal 2 gt Figure 4 26 Calculation window for Bearing Piles EC7 NL model Options for a Bearing Piles EC7 NL calculation Before performing calculations on the project design a number of options can be specified that will apply to all bearing piles Note Some of the options are found in the sub window Overrule parameters This allows certain parameters to be overruled which otherwise would be determined according to the standard or would be calculated in case of the negative skin friction area The user must make sure that an overruling of parameters is allowable These parameters must be used with the utmost caution
82. Profiles 2 babai Layers Additional Data Summary Pressures Phreatic level m 0 50 Copy From Top of positive skin friction zone m 1 10 20 Copy To x le Profile 2 fi 5 00 ME g 5 00 10 00 15 00 20 00 25 00 BH 20 e E E Ground levet 1 00 1 Y EX a 25 00 Depth m o 00 0 05 0 10 0 15 0 20 0 25 0 39 035 Epia KEE Shin faek zone top 10 20 m Pore water pressure MPa X 3 254 Y 9 116 Edit Figure 5 6 Soil Profiles window Additional Data tab Use the buttons in the button bar to manipulate the view 78 of 280 Deltares Bearing Piles EC7 B Input amp Calculations Note By right clicking the mouse button in the CPT Profile view of the Additional Data tab and selecting View Preferences the Project Properties window opens to determine which names for the soil materials will be used in the profile view 5 2 2 6 Summary Pressures If they are available the Summary Pressures tab Figure 5 7 also displays the soil pressures as derived from the data set in the Soil Profiles window e Ea P Soil Profiles 2 Sa Layers Additional Data Summary Pressures R R Profile 2 fit o 00 A qe MP3 kNim2 5 00 10 00 15 00 20 00 25 00 20 00 35 00 0 0 100 0 200 0 300 0 400 0 500 0 600 0 700 0 2 A PL ox Ground level 1 00 te y R 30 00 T T T T 1 PL Ph 0 50 Depth mJo 00 0 05 0 10 0 15 0 20 0 25 0 30 0 25 Place Iie sa
83. Save As dialog will automatically appear each time a calculation is started Note The nature of the calculation that has to be performed greatly influences the time needed to perform the calculation Apart from the number of piles when performing verifica tion and the number of selected CPTs and Pile types there is another factor that has great Deltares 69 of 280 4 6 3 1 D FOUNDATIONS User Manual impact upon the required calculation time If positive friction has to be calculated the required calculation time may increase considerably This is especially true if the positive friction zone contains cohesive soil types loam clay peat in which case the calculation time may increase a hundredfold or more Verification Design This option allows a calculation to be performed while at the same time verification for all limit states EQU GEO and serviceability is carried out To be able to perform such verifications the design loads on the piles must have been specified in the sub node Pile Properties of the Foundation node Instead of the specified pile tip levels per CPT a pile tip trajectory is used This trajectory is specified by means of a top Begin and bottom End limit in m above below the reference level usually NAP The nterval of the trajectory determines the number of calculations to be performed up to a maximum of 151 When defining a trajectory the user need not take account of the specified levels
84. and fast access to data which can subsequently be easily edited The former calculation method Belgian method De Beer is removed in this version lt will be replaced by a new model Van Impe De Beer that will be fully compliant with the new Belgian Standard The Tension Piles GeoDelft model is now replaced by the Tension Piles CUR model MFoundation version 6 1 was released in March 2007 The Bearing Piles NEN model is designed according to NEN 6743 1 2006 NEN 2006 and the Shallow Foundations model according to NEN 6744 2007 NEN 2007 The calculation model Belgian method De Beer is available The pile selection has been improved to avoid impossible combinations between shape and type MFoundation version 6 3 was released in October 2008 The calculation model Belgian method has been adapted according to the latest specification of the Belgian Eurocode 7 WTCB 2008 MFoundation version 6 4 was released in April 2010 A new module E Consult has been added enabling to check the feasibility of the pile design A prediction on the drivability of the chosen piles as well as a review of the experiences in similar designs can be performed using the experiences from the GeoBrain database GeoBrain Also new in this version is the option to import CPTs directly from DINO database DINO The maximum number of measurements in a CPT file has been increased from 5000 to 25000 MFoundation version 7 1 was released in June
85. answer Note that this for the determination of 2 differs from the actual NEN 9997 1 C1 2012 article as that does not allow for the influence of the angle So this article was extended in D FOUNDATIONS to include the angle Loads Use this window to enter the vertical and horizontal load components applied to the founda tion A distinction is made between the loads for limit states STR GEO and serviceability limit state LA Foundation Loads Load 1 5 5 3a Vertical Load Lirnit State Serviceability STR GEO Limit State Initial eccentricity along latitudinal axis Ew m 0 00 0 00 Initial eccentricity along longitudinal axis El m 0 00 0 00 Design load kN 144 00 120 00 Horizontal Load Angle between load and longitudinal axis kappa deg 90 00 L Limit State Serviceability STR GEO Limit State Initial eccentricity to foundation level Eh m 7 34 7 34 Design load kN 10 00 10 00 Note For strip foundations the loads are to be given per m1 Figure 7 10 Foundation Loads window Click on Loads in the tree view and then either select New to define a new load or click on a name in the Loads sub window to view and edit a previously defined load In the Foundation Loads window the following information can be entered Initial eccentricity Enter the eccentricity of the vertical load Fs v a along the latitudinal along l
86. are adjusted automatically for each calculation step 68 of 280 Deltares 4 6 3 Bearing Piles EC7 NL Input 8 Calculations Together with the trajectory definition the required Net bearing capacity Renet a must be entered This value is used as a stopping criterion for the calculation As soon as a level has been detected for a CPT where the calculated net bearing capacity Re net a equals or exceeds the required net bearing capacity the calculation for that CPT is aborted after which the calculated capacities are displayed Renet q is again an inferred entity which does not appear in the standard and is defined as follows Renet d Re max d e Fsnk d 4 3 If within the trajectory no level is found for a CPT with the required net bearing capacity this is marked as in the Level column In order to provide some idea of how large the insufficiency is the calculated capacities for the last trajectory level are included The table can be viewed with the Design sub node in the Results node The results can also be found in the report Report node In the report an additional table presenting the Renet a per pile type per CPT can be found For more information on viewing results refer to chapter 8 Verification for Bearing Piles EC7 NL This function provides two verification options Design calculation and Complete calculation The options for these calculations are outlined in section 4 6 3 1 and section 4 6 3 2 resp
87. at Ultimate Limit State only It does not consider deformations pile group effects negative skin friction and the effects of an excavation and or super imposed load The user has to take care himself that the requirements of Ultimate Limit State are met i e the calculated design bearing capacity of the pile Re q exceeds the design load F applied on the pile It should also be noted that Unusual forms of construction or design conditions are not specifically covered and additional expert consideration will be required by the designer in such cases The provisions of this section should not be applied directly to the design of piles that are intended as settlement reducers such as in some piled raft foundations Part of the determination of the total bearing capacity is the determination of the pile base resistance The ultimate unit pile base resistance q is determined using the De Beer method De Beer 1971 1972 In the determination of R pile base resistance the factor also plays a part This stands for the reduction factor for piles with an enlarged base The Annex provides a few exceptions to this reduction which are incorporated in D FOUNDATIONS as follows The reduction will be left aside when the pile type chosen in D FOUNDATIONS is either cast in situ shaft in plastic concrete without enlarged bottom plate or cast in situ shaft in dry concrete in situ formed expanded base the pile t
88. automatically interprets all imported CPTs based on the interpreta tion rule that is selected by the user in the CPT Rule selection box below the graph To use the proposed soil layer interpretation click the gt button to transport the interpretation into a profile to be used in the project Note If during the interpretation of a CPT the point corresponding to the cone resistance and the friction ratio of a layer is situated outside the limits of the diagram of the selected rule i e Figure 3 7 in section 3 2 2 the program will assign an Undetermined material to this layer with unrealistic properties That s why the user must always review the automatic interpretation of the CPT before performing a calculation In such case the user must select himself the appropriate material from the drop down list of available materials using its expertise 46 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations 24 Sol ae Layers Additional Data Summary Pressures Selected CPT CPT Rule Min layer thickness m 0 10 Material 0 880 Peat mod pl moderate 1 785 Peat mod pl moderate 1 885 Peat mod pl moderate 2 905 Clav organ weak 3 305 Peat mod pl moderate 3 705 Peat not pl weak 3 805 Peat mod pl moderate 4 305 Peat not pl weak 4 905 Peat mod pl moderate 5 105 Peat not pl weak 6 005 Peat mod pl moderate 7 505 Clay organ weak 7 605 Clay organ moderate
89. be entered If entered these names will be included in the report that can be printed by D FOUNDATIONS Enter the location of the project If entered this data will be included in the report 31 of 280 D FOUNDATIONS User Manual 32 of 280 Deltares 4 Bearing Piles EC7 NL Input amp Calculations Two types of data are required to perform a calculation using D FOUNDATIONS Firstly data needs to be input in order to determine the soil behavior This data in cludes CPTs with their corresponding soil profiles including the ground water level the expected ground level settlement and so on This data is entered in the windows that appear when selecting the sub nodes below the Soil node in the tree view Secondly data is required to specify the construction of the foundation e g pile type pile dimensions pile plan and so on The relevant options can be found in the windows that appear when selecting the sub nodes below the Foundation node in the tree view When the project includes an excavation data concerning this excavation must be entered at the Excavation node in the tree view Before calculating the project design a number of options can be specified that will apply to all piles in the window that appears when the Calculation node is selected in the tree view 4 1 Tree view E 0 Foundations Bearing Piles EC7 NL Projectl asibili B 6HA 2 MJ Project Properties De
90. being torn ruptured or dislocated Serviceability limit state is a serviceability limit state only checking distortions at the service load Calculation process This outlines the way the verifications prescribed by the standards have been processed into procedural step by step schematics suitable for use in a computer model section 17 3 1 Verifying limit state STR section 17 3 1 Verifying limit state GEO and serviceability limit state o o Verifying limit state STR Verification of limit state STR is implemented in the following way in the bearing piles model First for every CPT entered the maximum bearing capacity for a single pile is determined as the sum of the maximum bearing capacity of the pile tip and the maximum shaft friction force The following applies to the maximum shaft friction force Determining the maximum pile shaft friction deserves special attention The execution factor a is not a fixed value here and is dependent on the soil type of the layer as well as on the depth of the relevant layer if the soil type is clay loam or peat For each layer therefore the program calculates the generated pile shaft friction in that layer after first defining the correct value of a for the relevant layer Aggregation of the pile shaft friction calculated per layer in this way for the layers affected by pile shaft friction Deltares 237 of 280 tts 17 3 2 17 4 D FOUNDATIONS User Manual produces t
91. belongs to the area of influence of the pile closest to this point 256 of 280 Deltares Tension Piles model EC7 NL If the area around the pile is square or nearly square as is the case in a regular pile pattern when using the Pile Grid option A is determined by A center to center distance Apite 19 13 A may also be an irregularly shaped area The maximum ratio between the longest and the smallest side length is always 2 When the ratio between the longest and the smallest distance is larger than 2 the calculation method of the pile changes to an interval method The pile area is determined in the same way as described above This area is divided in segments For each segment the maximum tension force is calculated as if the pile area had a radius equal to the radius of the segment This calculation is repeated for all sections and then the results are added to get the total tension force of the pile This total tension force is compared to the total soil weight criterion and the minimum value is the final bearing capacity of the pile See also NEN 9997 1 C1 2012 The factor fz represents the decrease in effective stress as a result of shaft friction along the pile M y 2x Tuia Vad X di x 2 X Orso Yia X di 2 X La dena foi 2 x e ES d 19 14 with fii X One X At X Qejisd X di M A dtia Mi X Los i l1 1 gt 1 Ov j 0 d T YVn d x dn n 0 19 5 6 Step 6 Determinati
92. by the appropriate Deltares experts These experts can provide consultancy backup as well If problems are encountered the first step should be to consultthe online Help at www deltaressystems com menu Geo gt Products Different information about the program can be found on the left hand side of the window Figure 1 1 In FAQ the most frequently asked technical questions and their answers are listed In Release notes the differences between an old and a new version are listed In Known issues the issues of the program are listed 6 of 280 Deltares General Information Home Hydro Search Deltares systems design and analusis tools Deltaressystems design and analysis tools Home In detail News gt Products D Sheet Piling gt D Foundations gt In detail Standard module Shallow undations EC7 NL EC7 NL ing Piles EC7 B D Foundations comes as a standard module Bearing piles which can be extended further with other modules to Feasibility fit other applications DGS 11 00 D Foundations Standard module Bearing piles EC7 NL DGS 11 02 Shallow Foundations module EC7 NL DGS 11 03 Tension Piles module EC7 NL DGS 11 05 Bearing Piles EC7 B DGS 11 09 Feasibility module eep me informed D Pile Group D Geo Stability D Settlement D Geo Pipeline Online software Downloads Support Agenda Contact Figure
93. capacity value Deltares 251 of 280 ett D FOUNDATIONS User Manual 19 3 The Netherlands Eurocode 7 EC7 NL The design of tension piles in D FOUNDATIONS has adopted EC7 NL which is implemented in NEN 9997 1 C1 2012 NEN 2012 This norm prescribes how to calculate the bearing capacity of a pile as part of a group for a single CPT by adopting CUR report 2001 4 The stiffness of the pile group construction or extra CPTs are only taken into account when deter mining the partial factors 3 and amp 4 Because constructions with tension piles are often used for example in building pits NEN 9997 1 C1 2012 should be followed In such cases large groups of piles and several CPTs special attention should be given to determining the bearing capacity of the total construction of ten sion piles According to the Dutch standard NEN 9997 1 C1 2012 one CPT should be available every 25 m maximum area 2625 m when no large variations occur Otherwise a maximum of 15 m maximum area 2225 m is prescribed When verifying the design of tension piles this requirement should be checked If the CPT area is larger than 2625 m and or the distance between 2 CPTs is larger than 25 m the results report will contain a warning see NEN 9997 1 C1 2012 art 3 2 3 e The D FOUNDATIONS module for tension piles calculates not only the capacity for each pile at each CPT and at chosen depths but also provides the minimum mean and maximum value o
94. defined determined in the previous tutorial It now remains to define the pile plan by entering the pile locations along with some additional data 7 Click the Pile Properties node in the tree view A window opens with a table containing the single pile that was entered in the previous tuto rial Based on the maximum bearing capacity of the piles and the weight of the building the constructor has decided to use a grid of 36 piles evenly spaced in both the X and Y direc tions The Generate Pile Grid option offers a fast way of entering a regular grid of identical 172 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse piles Pile Grid Start at coordinate m 120000 00 Y coordinate m 50000 00 Center to center distance x direction m 2 00 Y direction m 2 00 Number of piles direction E 6 Y direction E 6 Parameters Pile head level mR L 0 00 Surcharge kN m 9 00 Design value of load on pile Limit state STR GEO kN 400 00 Serviceability Limit state kN 300 00 M Use pile grid to replace current pile positions const tp Figure 11 2 Pile Grid window 8 Click the Generate Pile Grid button to open the Pile Grid window In this window enter 10 11 12 13 the location of the lower left pile in the plane X 120000 m Y 50000 m and enter the distance between two piles 2 m in both directions Specify the number of piles in both direction
95. drivability using GeoBrain prediction To predict the feasibility of the design a CPT profile needs first to be selected Note The results may differ as GeoBrain application is an independent and living application Experiences are added at any time leading to further improvement of the prediction results 14 Select the option GeoBrain drivability prediction from the Feasibility menu This displays the window given in Figure 11 4 Select a profile Profiles 02 Pile type Geobrain supports only a limited number of piletypes Only the piletypes supported by geobrain will appear in the list below Geobrain can only predict one piletype at a time so please select the piletype of your choice Rect 250x250 E 7 Cancel Help Figure 11 4 Select a profile window 15 Select lt 01 gt at Profiles by clicking on it Note that Rect 250x250 is for now the only available valid pile type so there s no need for selecting it in this case 16 Click the OK button to start the prediction module itself 174 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse Y GeoBrain Foundation Technology The following data are available from the D Foundations project to make a prediction of the feasibility with GeoBrain CPT 01 Pile length 15 7 m Distance between piles 2m Pile dimensions 0 25 0 25 m Water level to surface 0 5 m For an accurate prediction more information
96. due to over consolidation with the formula desz NC Qe z OC X JR D FOUNDATIONS uses 1 default value Enter the level of the top of the positive skin friction zone The bot tom of the zone coincides with the pile tip level For a pre fabricated pile with a widened tip the top of the zone may never be positioned above the widening NEN 9997 1 C1 2012 art 7 6 2 3 c Because there is a strong relation between skin friction and the soil layer profile the skin friction zones are constructed from complete layers If the top of the positive skin friction zone does not coin cide with a layer boundary D FOUNDATIONS automatically creates a dummy layer to force this condition section 17 7 3 D FOUNDATIONS uses the pile tip level as default value Enter the level of the bottom of the negative skin friction zone The top of the zone coincides with the surface or excavation level Because there is a strong relation between skin friction and the soil layer set up the skin friction zones are constructed from complete layers If the bottom of the negative skin friction zone does not co incide with a layer boundary D FOUNDATIONS automatically creates a dummy layer to force this condition section 17 7 3 D FOUNDATIONS uses the surface level as default value 49 of 280 D FOUNDATIONS User Manual Expected ground level settlement Copy From Copy To 4 3 2 5 Viewing Profiles The expected ground level settlement determines
97. effective stresses due to the excavation 254 182 Pulled oulsoilgeometry 24 646 25 2a ve we eed ee e eS 258 19 3 Sign conventions for settlements 00 eee ee ee 260 19 4 Partial calculations for a mixed rigidity structure 263 20 0 FIO PE Se A a a ek 266 20 2 Slope adjustmentforpunch 0 a 268 20 3 Sign conventions for settlements 0 000 ee eee ees 269 Deltares XV D FOUNDATIONS User Manual xvi Deltares List of Tables List of Tables 2 1 Keyboard shortcuts for D Foundations 8 1 Overview of the displayed design results 13 1 Pile tip levels resulting from the preliminary design 14 1 Representative values of soil parameters based on boring 15 1 Soil profile near to the farmhouse 16 1 Characteristics ofthe CPTs 17 1 Units of the input output parameters 17 2 Limits applied to the maximum problem size 19 1 Units of the input output parameters 19 2 Limits applied to the maximum problem size 20 1 Units of the input output parameters 20 2 Limits applied to the maximum problem size 21 1 Overview of the mechanical and electrical cones used in Belgium 21 2 Conversion factors 7 for mechanical CPTS Deltares xvii i e v z gt A D FOUNDATIONS User Manual xviii Deltares 1 1 1 2 Gener
98. fishing pond is stable for tipping over or not Conclusion This tutorial has shown how to determine the vertical bearing capacity when vertical and hor izontal loads and moments work on a shallow foundation It has been noted that if tip over or total stability is said to fail this means that failure should be verified by more extended additional calculation in accordance with NEN 9997 1 C1 2012 EC7 NL These further sta bility calculations are not integrated in D FOUNDATIONS They would require a lot more input by the user an additional model and extra output In fact these further stability calculations require a program in its own right such a program is available at Deltares Systems under the name D GEO STABILITY formerly known as MStab Furthermore it can be concluded that the vertical bearing capacity of a shallow foundation will decrease when the foundation is near a slope Deltares 219 of 280 D FOUNDATIONS User Manual 220 of 280 Deltares 16 Tutorial 7 Design of Bearing Piles using the Belgian method This tutorial considers the design of a 4x4 pile group according to the Belgian method and using both electrical and mechanic CPTs imported from the Flemish database DOV Databank Onderground Vlaanderen DOV The objectives of this exercise are o To create a user defined model for CPT interpretation using the soil materials provided by the Belgian Annex To import electrical and mechanical CPTs in D FOUNDATIO
99. for a rectangular pile 22 Click on the Pile Properties node and generate a pile grid of 3x3 piles using a starting point of 0 0 and a center to center distance of 2 m in both directions by clicking the Generate Pile Grid button The building pit will be excavated to a level of reference level 6 0 m so the Pile head level needs to be set to reference level 6 0 m Figure 14 9 204 of 280 Deltares Tutorial 5 Parking Garage on Tension Piles 23 24 Pile Grid Tension Piles EC7 NL EA Start at coordinate m 0 00 Y coordinate m 0 00 Center to center distance X direction m 2 00 Y direction m 2 00 Number of piles X direction H 3 Y direction H 3 Parameters Pile head level m 6 00 Use alternating representative loads 0 00 0 00 Use pile grid to replace current pile positions Cancel Help Figure 14 9 Pile Grid Tension Piles EC7 NL window Click OK The tension forces acting on the center pile are the forces most of interest Note that the centre pile in the grid has been given the number 5 Rename pile number 5 as lt center gt for easier identification later on z E Foundation Pile Properties kodas g y Pile head Use Maximum Minimum Name level Altemating load on pile load on pile Je m Im ImR L Loads N kN gt i 0 00 0 00 6 00 No 000 O00 gt 0 00 2 00 6 00 No 0 00 0 00 al 3 0 00 4 00 6 00 No y 0 00 0 00 333 4 2 00
100. for each pile to give the user more freedom when positioning the superimposed load since there are generally more piles than CPTs The consequence of this approach is that when there is a combination of superimposed load per pile and excavation the superimposed load for all piles being considered must be equal to guarantee a correct bearing capacity calculation The calculation model included in the standard NEN 9997 1 C1 2012 does not actually support calculation of the bearing capacity per pile per CPT As a result no link can be made in the program between the superimposed load to be entered per pile and the excavation For the schematics this means that if there is an area in the problem definition with both an excavation and a superimposed load it is again necessary to split the problem into parts This should be done in such a way that each part meets one of the following requirements The relevant part contains neither excavations nor superimposed loads The relevant part is typified by excavations but there are no superimposed loads The relevant part is typified by superimposed loads but there are no excavations The relevant part contains excavations and one identical superimposed load for all piles in this part Figure 17 5 below is an example of a split 246 of 280 Deltares Bearing Piles model EC7 NL excavation area
101. from Belgian Annex buttons can be used to select a standard material including its soil parameters from Table 2 6 as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex To add a standard material click the Add from NEN 9997 1 button or Add from Belgian Annex button to open the NEN 9997 1 Table 1 window Figure 5 3 or the Belgian Annex window Figure 5 4 a P NEN 9997 1 Table 1 x Select material s and press OK to add Dry unit Wet unit Main type Sub type Consistency weight weight kN m3 kN m3 pE slightly silty loose 00 0 00 _ Gravel slightly silty moderate 19 00 21 00 Gravel slightly silty stiff 20 00 22 00 _ Gravel very silty loose 19 00 21 00 Gravel very silty moderate 20 00 22 00 Gravel very silty stiff 21 00 22 50 Sand clean loose 18 00 20 00 Sand clean moderate 19 00 21 00 Sand clean stiff 20 00 22 00 Sand slightly silty moderate 19 00 21 00 Sand very silty loose 19 00 21 00 Loam slightly sandy weak 20 00 20 00 Loam slightly sandy moderate 21 00 21 00 Loam slightly sandy stiff 22 00 22 00 Loam very sandy stiff 20 00 20 00 Clay clean weak 17 00 17 00 Clay clean moderate 19 00 19 00 Clay clean stiff 20 00 20 00 Clay slightly sandy weak 18 00 18 00 Clay slightly sandy moderate 20 00 20 00 Clay slightly sandy stiff 21 00 21 00 Clay very sandy stiff 20 00 20 00 Clay organic weak 15 00 15 00 Clay organic moderate 16 0
102. how negative skin friction should be incorporated in the calculations NEN 9997 1 C1 2012 art 7 3 2 2 a When the expected settlement is at most 0 02 m negative skin friction is negligible and will not be considered at all For values ranging from 0 02 m up to and including 0 10 m the effect of negative skin friction is directly incorporated into the calculated pile settlement by adding half of the expected ground level settlement to the total pile settlement For values above 0 10 m the maximum forces due to negative skin friction are calculated These forces are then used to determine the effect of negative skin friction on the pile settlement D FOUNDATIONS uses 0 11 m as default value in order to enforce the calculation of the maximum forces due to negative skin friction Click this button to display the Additional Data Copy from Profiles window In this window select the name of one of the profiles and click OK to copy the additional data given for that CPT into the fields for this profile Click this button to display the Additional Data Copy to Profiles window In this window select the names of any profiles which should have the same additional data as defined for the current profile Click OK to copy this data to the selected profiles A graphic representation of the profiles defined for a project can be viewed by clicking one of the two right most tabs in the Soil Profiles window The Additional Data tab Figure
103. how to utilize the existing experiences of the GeoBrain database with similar designs For this tutorial the following D FOUNDATIONS modules are needed D FOUNDATIONS Standard module Bearing piles EC7 NL Feasibility module This tutorial is presented in the file Tutorial 2 foi Introduction to the case In the first tutorial chapter 10 a preliminary design for a storehouse foundation was made based on the results of two CPTs and two given pile types It was concluded that square concrete piles with a pile tip level of 15 9 m or piles with enlarged base with a pile tip level of 14 4 m would probably be sufficient for a rigid superstructure section 10 8 The neces sary requirements for assuming a rigid superstructure are given in NEN 9997 1 C1 2012 art 7 6 1 1 c The pile tip level is important to determine the correct pile length as this length is required in the feasibility options At this moment the feasibility options are restricted to either rectangular prefab concrete piles without enlarged tips or round user defined piles This means that for now only the feasibility of the Rect 250 x 250 pile type can be checked In addition to the results of Tutorial 1 the next information about the project and its piles is also available Concrete quality of pile B55 Permanent pre stressing of pile O N mm Pile hammer to be used JUNTTAN HHK 5 Given the measurements of the storehouse a pile plan consisting of
104. in the Min layer thickness input field below the selection list To prevent D FOUNDATIONS from generating layers that are too thin to be significant when modeling the problem the minimum layer thickness should be increased Coordinates As the CPT file does not always contain X and Y co ordinates those values can be entered in the X and Y input fields in the Coordinates sub window A profile is presented in two ways both graphically and in a table The data of the profile can be entered or changed in two ways by editing data in the table Deltares 95 of 280 D FOUNDATIONS User Manual by graphically editing the picture in the middle of the window Tabular input can be realized by editing the table on the right hand side of the input window Use the Insert row as Add row z and Delete row buttons next to the table to add or remove layers in the profile The table allows the following changes Top Level The top level of each soil layer can be edited manually Material Materials can be selected from the list of soil layers that were entered in the Soil Materials window Soil layers can be added to the profile by clicking the Add boundary button and clicking anywhere in the graphic representation of the profile to add a layer below that level Layer boundaries can be changed dragging them upwards or downwards using the mouse While dragging the level is indicated in a panel below the button bar and the table is up
105. interpretation of those CPT values into a soil profile Note Keep in mind that when working with an inaccurate CPT which is usually the case in manually added CPTs this can influence the accuracy of the calculations too When working with an excavation the CPT values need to be reduced due to the excavation With exception of the manual method this reduction is a non linear process When CPTs contain values at only a few depths the reduction will be calculated less accurate However as the reduction is larger with inaccurate CPTs this is a safe approach But remember that with a real CPT a better result can be obtained Options for existing profiles When right clicking the node of an existing profile Figure 4 14 different options are available Soil Materials B Profiles s Selected CPT Foundation Delete Del E Pile Type Rename R 5 Rect Edit CPT Values t Pile Propi Top View Copy rs Excavation m est 1 Figure 4 14 Soil Profiles node menu Delete to delete the selected profile Rename to modify its name Copy to create a copy of this profile the entire profile will be copied including the CPT values the layers and the additional data Edit CPT Values to edit the CPT values Figure 4 15 and eventually modify the actual CPT values Deltares 45 of 280 4 3 2 3 D FOUNDATIONS User Manual P Edit CPT Values Ss Groundlevel m 0 88 Ae Level qe value Fri
106. is determined This allows simultaneous calculation of several alternatives for a foundation element In this case the centre points of the elements are allowed to be at the same position 7 4 2 Calculation options Shallow Foundations offers three different calculation options Figure 7 15 Optimize Dimensions section 7 4 2 1 Maximize Vertical Loads section 7 4 2 2 and Verification section 7 4 2 3 Depending on the chosen option additional data can be entered in the Options sub window Calculation Optimize Dimensions Maximize Vertical Loads Verification Figure 7 15 Calculation options for the Shallow Foundations EC7 NL model 7 4 2 1 Optimize Dimensions Select Optimize Dimensions in the Calculation sub window to automatically determine the optimal dimensions of foundation elements based on the specified forces D FOUNDATIONS calculates these dimensions to the nearest 0 05 m between the limits of 0 20 m and of 200 m Options Calculation Optimize Dimensions C Maximize Vertical Loads V Keep length constant rectangular elements only Vv Use the 5 limit instead of the 20 limitto determine the settlement Verification Figure 7 16 Calculation window Options sub window for an Optimize Dimensions calcu lation In the Options sub window the following information can be entered Keep length Mark this checkbox to only optimize the width of rectangular foundation constant elements Whe
107. is required You have two choices 1 Refine first then predict The other data are supplied by you before a prediction is made This way a better d prediction is obtained 2 Predict directly The other data are kept default by GeoBrain The prediction is less accurate You can still use better values than the default values after the prediction is made GeoBrain makes some suggestions for that Predict Changing the input for the prediction does not affect the D Foundations project After the prediction you can save the report to modify the D Foundations input manually Figure 11 5 GeoBrain Prediction window First page Information as far as available in D FOUNDATIONS is passed on to the GeoBrain application as shown at the top of the GeoBrain Prediction window Figure 11 5 It is possible to make a rough prediction with this information by clicking Predict To get a better prediction follow the steps below 17 Click Refine to use the additional project data in the prediction This will show the general introduction page of the GeoBrain application Figure 11 6 Y GeoBrain Foundation Technology By answering the questions on the following pages you can have a prediction made concerning the different risks involved with the installation of prefabricated concrete piles e not achieving depth e significant damage to the pile caused by heavy driving e pile crack due to a tension wave during driving piles
108. layers only one user defined type can be selected As pre scribed by NEN 9997 1 C1 2012 the value for a must be reduced by 50 if the soil profile holds layers other than clay or peat The actual value of a for peat is 0 NOTE The value given by the user will also be reduced by 50 in cases where the profile holds layers other than clay or peat Material Select the material from which the pile is made The corresponding pile weight is provided automatically and cannot be edited If the material User defined is selected then the unit weight of the pile material needs also to be entered The total weight of the pile is calculated automatically based on the pile dimensions and the material weight Unit weight Enter the unit weight of the pile material if the pile Material has been se pile material lected as User defined If this value is set to zero D FOUNDATIONS assumes that the uplift of the pile due to the groundwater is also zero In this case the weight of the pile is not taken into account when calculating the bearing capacity Building a pile type database Pile type definitions created in the Foundation Pile Types window can be saved to a FOP file by means of the Export option reached by right clicking the Pile Types node in the tree view and selecting Export from the context menu or left clicking on the Pile Types node and then selecting Export in the Action sub window of the Foundation Pile Types window This allo
109. material types per layer and the phreatic level The stan dard q diagram red line in Figure 7 6 is also displayed The Summary Pressures tab Figure 7 7 also displays the CPT 118 of 280 Deltares Shallow Foundations EC7 NL Input amp Calculations Profile CPT 01 Una Y A MEA ASAS ES xx 11 063 Y 8 798 Edit Figure 7 6 Soil Profiles window Additional Data tab Use the buttons in the button bar to manipulate the view Note By right clicking the mouse button in the CPT Profile view of the Additional Data tab and selecting View Preferences the Project Properties window opens to determine which names for the soil materials will be used in the profile view 7 2 2 6 Summary Pressures If they are available the Summary Pressures tab Figure 7 7 also displays the soil pressures as derived from the data set in the Soil Profiles window Deltares 119 of 280 D FOUNDATIONS User Manual D Summary Pressures qe MPa 5 00 10 0015 0020 0025 0020 0035 0040 00 0 00 0 0 100 0 200 0 300 0 400 0 500 0 600 0 Ground level 0 89 Total Stress Effective Stress Figure 7 7 Soil Profiles window Summary Pressures tab Use the buttons in the button bar to manipulate the view Note Those pressures are always displayed for the original profile and loads are not taken into account in this view 7 2 3 Slopes In this window the geometry of the slopes used i
110. method determining the pile tip resistance 249 Deltares vii D FOUNDATIONS User Manual 18 1 1 Step 1 Calculation of the friction angle 18 12 Step 2 Calculation of Gp and Ge cocos ee ew es 18 1 3 Step3 Calculation Of dy o o ce do e See Se ae Fe aa a 18 1 4 Step 4 Determining the values for transition from non rigid to rigid layers downward values oo a a a a a 18 1 5 Step 5 Determining the values for transition from rigid to non rigid 18 1 6 Step 6 Determining the mixed values 19 Tension Piles model EC7 NL 19 1 Area of application coco a a ka ENN 19 2 Design of tension piles according to EC7 NL NEN 9997 1 C1 2012 19 3 The Netherlands Eurocode 7 EC7 NL 2 0004 19 4 Verifying displacements of Tension Piles 204 19 5 Calculating the bearing capacity of a tension pile 19 5 1 Step 1 Reduction of the cone resistance due to overconsolidation 19 5 2 Step 2 Reduction of cone resistance due to excavation 19 5 3 Step 3 Determination of the design value of the cone resistance in cluding safety factors 2 0 19 5 4 Step 4 Determination of factor f effect of installation 19 5 5 Step 5 Determination of factor f effect of reduction of stresses due to tension forces in pile groups 20 0 lt lt 19 5 6 Step 6 Determination of the maximum te
111. name The name of the soil can be edited here Soil type Select one of the available soil types from the drop down list Because loam layers are not recognized in NEN 9997 1 C1 2012 D FOUNDATIONS treats loam layers in the same way as sand layers The shaft friction a is usually lower for loam and relaxation due to tension forces are accounted for f2 correction in NEN 9997 1 C1 2012 Compaction in loam is disregarded which is considered to be a safe approach Manually loam layers can be treated the same way as clay by changing the soil type to clay If the soil type is changed by the user to sand compaction will be taken into account Peat is considered not to contribute to the maximum tension capacity of the pile In accordance with NEN 9997 1 C1 2012 Tabel 7 d the value for a is set to O by D FOUNDATIONS Gamma Enter the representative dry unit weight of the material i e when the unsat material is above the water level Gamma sat Enter the representative saturated unit weight of the material i e when the material is below the water level Friction Enter the representative angle of internal friction phi The value must lie angle between 0 and 90 Dso Enter the representative median grain size This column only applies to median the soil types Sand and Gravel This parameter is used to determine the reduction factor for a according to NEN 9997 1 C1 2012 Table 7 c and 7 d For sand with D y gt 0 6 mm a wi
112. net d KN 1 00 238 759 Re net d kN 773 Figure 13 5 Design Results window Tutorial 4b An overview of the required pile tip levels is given in Table 13 1 Table 13 1 Pile tip levels resulting from the preliminary design Pile type CPT 1 CPT 2 Prefab square 400 mm 13 5m 13 1 m Prefab square 500 mm 12 6 m 11 3 m 13 4 Verification of the design It is now necessary to verify if the designed construction is OK for limit states STR GEO and serviceability limit state for the calculated pile tip levels The pile plan needs to be entered The co ordinates of the piles are as follows for support 1 1 2 1 4 3 2 3 4 o for support 2 9 9 9 11 11 9 11 11 192 of 280 Deltares Tutorial 4 Pipeline Duct on Bearing Piles The simplest way to enter these piles is to use the Generate Pile Grid option twice 18 19 20 Click Save As in the File menu and save the project as lt Tutorial 4c gt First enter the piles for support 1 Start at the point 1 2 with a Centre to centre distance of lt 2 m gt in both directions and with 2 piles in each direction Keep the pile head at lt 1 3 m gt and the Surcharge load at lt 9 kN m gt Set the design loads working on each pile of lt 750 kN gt Limit state STR GEO and lt 500 kN gt Serviceability limiting state The option Use pile grid to replace current pile positions should be selected Follow the sam
113. of 280 Deltares 19 19 1 19 2 Tension Piles model EC7 NL Area of application The tension piles model is used to design foundations on piles according to the Netherlands Eurocode 7 standards which has been implemented in NEN 9997 1 C1 2012 NEN 2012 and replaced CUR report 2001 4 Design Rules for Tension Piles CUR 2001 The model can only be used to design pile foundations classified in Geotechnical Category 2 GC2 which are subject to static or quasi static loads that cause tension forces in the piles provided that the calculation of pile forces and distortions is based on cone penetration tests CPTs Any rising of tension piles and possible horizontal displacement of piles and or soil have not been incorporated into this model It should be noted that in the NEN 9997 1 C1 2012 a number of requirements are given with reference to the piles used in calculations with this model These requirements are checked by D FOUNDATIONS but when one or more of the requirements are violated instead of stopping the usage of the model D FOUNDATIONS writes warnings to the Report file The requirements are minimum length of a pile is 7 m maximum length of a pile is 50 m the ratio between the pile length and pile diameter or equivalent diameter when appro priate is at least 13 5 It should be stated explicitly that the model does not support raking piles Firstly because loads affecting raking piles usually do not sa
114. of Bearing Piles using the Belgian method 16 9 Results Di Design Resuts Sa mao Text Chart Chart options CPT AICPT s y Force Rc cal max El All CPTs Re cal max kN 00 200 0 400 0 800 0 20 El Ip 4 Legend for CPT s GEO 28 128 SI __ GEO 82 109 54 25 GEO 89 485 525 Rod Level m R L e 4 0 Results using option De Beer Pile Type Round 282 Figure 16 19 Design Results window When the calculation process has finished the Design Results window displays the bearing capacity with depth of the pile tip in graphical format Figure 16 19 The blue line which represents the average bearing capacity Re q of the three CPTs reduced with safety factors shows that the required bearing capacity of 150 KN is achieved at a level of 3 9 m Therefore the minimum length of the pile should be 5 3 9 8 9 m 16 10 Conclusion This tutorial has demonstrated how to enter the data required for a design calculation of a bearing pile according to the Belgian method CPT data s imported from the Flemish database DOV were used mechanical and electrical CPTs A user defined CPT interpretation model based on the soil materials from the Belgian Annex was also created Finally the minimum pile length was determined by finding the bearing capacity as a function o
115. op Figure 16 9 Import of DOV html file window D Selected CPT Top Material level m 4 910 BSand ve sil loose 4 710 BSand ve sil loose 4 510 BSand ve sil loose 4 310 BSand ve sil moderate 3 310 BLoam sl san stiff 3 110 BClay sl san moderate 2 710 BLoam sl san stiff 2 510 BClay sl san moderate 2 110 BLoam sl san stiff 1 710 BSand ve sil moderate 1 510 BSand ve sil loose 0 510 BLoam sl san stiff 0 290 BClay sl san moderate 2 090 BLoam sl san stiff 2 290 BSand ve sil loose 2 490 BSand ve sil moderate 5 290 BSand ve sil moderate kolo 00 0 ea ro Us gt Coordinates CPT Rule User defined rule x Xx m 14570280 Y m 229174 20 Min layer thickness m 0 20 Edit Figure 16 10 Soil Profiles window Layers tab 21 Switch to the Additional Datatab and change the Phreatic level to lt 2 65 m gt as previously 228 of 280 Deltares Tutorial 7 Design of Bearing Piles using the Belgian method 16 5 4 Soil Profile from mechanical CPT type M4 To import the mechanical CPT M4 22 Click the Profiles node under Soil in the tree view 23 Click on Import in the Soil Profiles window 24 Select the CPT M4 with file name GEO 69485 S25 htm and click Open D FOUNDATIONS reads the selected file in the Import of DOV html file window see Figure 16 11 Import of DOV html file General information
116. overruled This factor depends on the rigidity of the superstructure and number of CPTs see Tables A 10a and A 10b in NEN 9997 1 C1 2012 Here the value for 4 the correlation factor for the minimum value of calcu lated pile resistances can be overruled This factor depends on the rigidity of the superstructure and number of CPTs see Tables A 10a and A 10b in NEN 9997 1 C1 2012 Here the value for y the partial resistance factor for pile tip can be over ruled see Tables A 6 A 7 and A 8 in NEN 9997 1 C1 2012 Here the value fory the partial resistance factor for pile shaft in com pression can be overruled see Tables A 6 A 7 and A 8 in NEN 9997 1 C1 2012 63 of 280 D FOUNDATIONS User Manual Vfink Area Eea gem Write intermediate results Use pile group Overrule excavation Suppress Qc lll reduction 64 of 280 Here the value for 7 the safety factor for the negative skin friction can be overruled Normally this factor would be derived as prescribed in NEN 9997 1 C1 2012 art 7 3 2 2 b Here the influence area per pile to be used within the calculation of the negative skin friction for pile groups can be defined by the user If this option is not used the program itself will determine the influence area This is done by calculating the average pile distance within the pile group Davg and then setting the area to Davg X Davg Here the value for the average soil modulus can be overruled
117. profiles either in the graph or the in the table It appears that negative skin friction occurs above 11 6 m for profile 1 and above 10 2 m for profile 2 Below these levels the soils are too firm for negative skin friction to develop 7 Fillin these values on the Additional Data tab for each profile both for Top of positive skin friction and Bottom of negative skin friction Also specify the Phreatic level at lt 0 5 m gt 8 Define two pile types as described in section 10 5 which are both prefabricated square concrete piles one with a width of 400 mm and one with a width of 500 mm 190 of 280 Deltares Tutorial 4 Pipeline Duct on Bearing Piles 13 3 Preliminary Design The first stage in the design process is to determine the minimum pile tip level needed for limit state EQU As seen in the previous tutorials this requires a preliminary design using just a single pile 9 Enter a single pile as described in section 10 6 and fill in a surcharge of lt 9 kN m gt This surcharge corresponds to an embankment of sand with a height of 0 5 m The X and Y co ordinates of the pile are both set to lt 0 m gt Leave the Pile head level at lt 1 3 m gt 10 Click the Calculation node and select Rigid for Rigidity of superstructure Note Since each support consists of one relatively small concrete slab with four piles one support can be seen as a rigid construction However the pipeline duct as a complete structure is a non rigid st
118. re quirements and to execute the actual calculation Results Use this option to view the results of trajectory based design The re Design sults can be viewed in text format and in graphic format This option is available only if the calculation has been performed Results Use this option to view the intermediate results file if there is one Cal Intermediate culation results are written to this file if the Write intermediate results checkbox has been enabled in the Options sub window of the Calcula tion window Report Use this option to view the output file input data and calculation results in a report 5 2 Soil In the tree view the Soil node contains the sub nodes Materials and Profiles which should be selected to enter or view the corresponding input data 5 2 1 Materials In the Soil Materials window the materials and corresponding parameters for the project are entered S P Soil Materials eJLO Ja Filter For D Foundations Bearing Piles Belgian method EC 7 8 v Show Materials Add from NEN 9997 1 Adapt standard material parameters for current model oniy Add from Belgian Annex Soil name Belgian Gamma Gamma 2 soil type unsat sat Je KN Zn KN me b 31 Clay clean stiff Clay 20 00 20 00 Jx 32 Clay clean weak Clay i 17 00 17 00 33 Clay organ moderate Clay 1600 16 00 34 Clay organ weak Clay y 15 00 15 00 38 Clay ve san stiff Clay
119. rep gamma f nk Fnk d sneg Nx Nr Groep kN pg I kN tm I 1 1 NEE 424 977 1 000 425 0 0000 1 2 NEE 424 977 1 000 425 0 0000 3 NEE 424 977 1 000 425 0 0000 1 4 JA 387 575 1 200 465 0 0000 1 E JA 387 575 1 200 465 0 0000 1 6 NEE 424 977 1 000 425 0 0000 1 7 NEE 424 977 1 000 425 0 0000 1 8 NEE 424 977 1 000 425 0 0000 2 1 NEE 297 104 1 000 297 0 0000 2 2 NEE 297 104 1 000 297 0 0000 2 3 NEE 297 104 1 000 297 0 0000 2 4 JA 275 097 1 200 330 0 0000 2 5 JA 275 097 1 200 330 0 0000 2 6 NEE 297 104 1 000 297 0 0000 2 7 NEE 297 104 1 000 297 0 0000 2 8 NEE 297 104 1 000 297 0 0000 Figure 13 10 Intermediate Results window Tutorial 4d From these results it can be concluded that the maximum negative skin friction value Fs nk a in limit state GEO is 465 kN for CPT 1 Sond Nr 1 and 330 kN for CPT 2 Sond Nr 2 Now perform the calculation again without looking at pile group effect To do so 30 Click Save As in the File menu and save the project as lt Tutorial 4e gt 31 Deselect the option Use pile group This option applies to the calculation of negative skin frictions If it is not selected the calculation for negative skin friction will be performed for a single pile instead of a pile group therefore using a value of 1 0 instead of 1 2 for Yf nk in limit state GEO according to standard NEN 9997 1 C1 2012 art 7 3 2 2 32 After the calculation has finished open the Intermediate Results window again
120. resistances at the borer point are mea sured electrically Pressing the borer point and tube are performed as continuous process For electrical boring two types of borer point are used in Belgium Standard electrical cone CPT E Piezometric cone CPT U Measured values Table 21 1 gives an overview of the measured values provided by each type of CPT q is the cone resistance f is the local frictional resistance Qu is the system resistance wis the water pressure Note Mechanical cones M1 and M4 don t provide frictional data s Therefore a special CPT rule called qc only Rule must be used by D FOUNDATIONS to edit the soil profile Deltares 273 of 280 D FOUNDATIONS User Manual Table 21 1 Overview of the mechanical and electrical cones used in Belgium Cone type Measured values available de s Qi u MPa MPa kN kPa E Electrical Static continue X X O O U Electrical Static continue X X O X M1 Mechanical Static discontinue X O X O M2 Mechanical Static discontinue X X X O M4 Mechanical Static discontinue X O X O 21 4 Conversion of mechanical q values into equivalent electrical q values Taking into account the available data up till now g values obtained out of mechanical CPTs shall be reduced by a factor 1 to get equivalent standard q values as used by D FOUNDATIONS dexmechanical 21 4 n Values of the conversion factor 7 Con
121. rule The qc only rule is especially useful for the interpretation of CPTs that do not contain information about the friction Users may define their own interpretation rules by selecting the last option in the list of rules User defined rule Before using a user defined rule it must have been specified in the CPT Interpretation Model window sec tion 3 2 2 Min layer All interpretation rules make use of one additional parameter the minimum thickness layer thickness specified in the Min layer thickness input field below the selection list To prevent D FOUNDATIONS from generating layers that are too thin to be significant when modeling the problem the minimum layer thickness should be increased Coordinates As the CPT file does not always contain X and Y co ordinates those values can be entered in the X and Y input fields in the Coordinates sub window Deltares 47 of 280 D FOUNDATIONS User Manual A profile is presented in two ways both graphically and in a table The data of the profile can be entered or changed in two ways by editing data in the table by graphically editing the picture in the middle of the window Tabular input can be realized by editing the table on the right hand side of the input window Use the Insert 3 Add and Delete buttons next to the table to add or remove layers in the profile The table allows the following changes Top Level The top level of each soil layer can be edited
122. s E 1 00 I Pile tip shape factor B E 1 00 Figure 10 7 Foundation Pile Types window The first pile type is a rather simple one a square prefabricated concrete pile with a base width of 250 mm Because rectangular prefabricated concrete piles are the default in D FOUNDATIONS only the dimensions of the pile need to be filled in to finish defining the first pile type 18 In the two input fields Base width and Base length fill in lt 0 25 m gt The second pile type a concrete pile with enlarged base is not as straightforward to input as the first one Especially because in this case the pile manufacturer advises to use a specific value for O a 0 88 19 To create a new pile type select the Pile Types node in the tree view and click New in the Pile Types window A copy is made of the previous pile type 164 of 280 Deltares Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse E Project Properties Description Construction Sequence E Soil Materials Profiles 01 02 Rect 0x0 E Foundation E Pile Types D Foundation Pile Types Action New Import Export Pile Types Rect 0x0 Pile Properties Top View Foundation Excavation Calculation B Results nad Settlement Curve Figure 10 8 Creating new pile types In this window enter edit the data as described below 20 Click the picture of Rectangular pile with enlarged base After selecting this option the
123. soil geometry The angle is related to the type of pile For displacement piles 0 is 45 within the pile group and 30 at the edge of the group For non displacement piles 0 is related to the internal friction angle y by Zy within the pile group and iy at the edge of the group In groups with large pile distances the minimum value of the soil weight using the pile group value and the edge pile value is determined as widely spaced piles may behave more like single piles than as a group For pile groups with a regular geometry the square or nearly square area is transformed to a circular area with radius R The calculation of the height and volume of the cone is based on this circular area For pile groups with irregularly shaped geometry when using the method of segments the total pull out soil weight is calculated by dividing the area into circular segments The total soil weight of the pile is equal to the sum of all segments Note Comparison of total soil weight and shaft friction takes place only at the calculated pile tip levels For irregularly shaped pile geometry this comparison is made at pile tip level for the pile as a whole not for each segment Step 8 Addition of the pile weight The total tension capacity of the pile includes the pile weight If the pile weight is given as 0 the pile weight is not taken into account If the pile weight is gt 0 the pile weight is included in the calculations even if the effective pil
124. specified by the user by selecting Man ual selecting the relevant CPT and then entering the reduction percentages Qe Reduction for the Top Level of each soil layer For the selected CPT the reduction will take place via 100 red 100 6 1 dered Qe X Safe NEN reduction of cone resistance If Safe NEN is selected under Reduction of cone resistance all CPTs are reduced in a very safe manner in accordance with NEN 9997 1 C1 2012 art 7 6 2 3 k and selection of q is restricted to NEN 9997 1 C1 2012 art 7 6 2 3 i This implies complete relaxation of the soil beneath the excavation as well as an infinite width of the excavation Begemann reduction of cone resistance This method also reduces all CPTs at once It takes into account the proximity of the edge of the excavation to the construction The distance to this edge can be varied in the Distance edge pile to excavation boundary field Note that this distance is the distance between the excavation edge and the pile s on the outside of the pile plan To see the excavation click Top View Foundation in the tree view to display the pile plan The effect of the excavation reduction of the cone resistance can be viewed per CPT in the drawing on the left of the Excavation window The drawing also displays the effect in terms of stresses The initial effective stress shows the stress without excavation The effective stress shows the stress after excavation Calculations To
125. start a calculation click the Calculation node in the tree view or select Start in the Cal culation menu A window opens with various options to be set and the types of calculation available The top half of the window relates to data and options required for tension pile calculations described in section 6 6 1 whilst the bottom part of the window is related to the selection of the type of calculation to be performed described in section 6 6 2 106 of 280 Deltares Tension Piles EC7 NL Input amp Calculations LK Calculation Optional parameters Surcharge KN m2 Rigidity of superstructure Non tigid Rigid Tension Piles EC 7 NL Calculation Bearing capacity at fixed Unitweight water kN m3 9 81 0 00 Indication bearing capacity pile tip levels Pile tip levels and net bearing capacity Overrule parameters l Factor E 3 I Factor 84 Y mange m Yst Yy Selected Profiles 1 00 1 00 1 00 1 00 1 00 Available Profiles CPT 01 Selected pile types y a Y Ly Le LA Available pile types Rect 450x450 y a Y lol ES babaka Model options F Use compaction FT Overrule excavation M Overrule excess pore pressure Trajectory Begin m 00 End m 24 00 Interval m 0 25 0 Figure 6 17 Calculation window for Tension Piles EC7 NL model 6 6 1 Options for a Tension Piles calculation Before calculating the
126. steps below to determine the pile tip level for limit states EQU GEO and serviceability limit state calculating for each cone penetration test separately so that the correct 3 and factors are applied automatically 34 35 36 37 38 Click Save As in the File menu and save the project as lt Tutorial 4f gt In the Calculation window select Verification Design calculation Make sure the option Use pile group is deselected select lt Round 400 gt as the Pile type name set the End of the Trajectory to lt 20 m gt and check that both CPTs are selected Click Start to perform the calculation Select the Text tab in the Design Results window Deltares 197 of 280 D FOUNDATIONS User Manual a Text Chart 5 Filter results Order results by Lower limit for Re d kN 0 GEO Apply filter Depth Upper limit for Re d kN 0 GEO SLS 1 2 GEO CPT PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED FAILED PASSED PASSED FAILED PASSED PASSED FAILED PASSED PASSED FAILED PASSED PASSED FAILED PASSED PASSED FAILED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSE
127. the cone resistance qc conusweerstand the friction fs wrijving and the percentage of friction Rf wrijvingsgetal are displayed at the left part of the Import of DOV html file window For mechanical CPT type M4 Figure 4 10 a graphic representation of the cone resistance q conusweerstand only is displayed as the mechanical CPT M4 doesn t measure the frictional resistance As for CPT type M2 conversion factors are used to convert the mechanical measured q values into equivalent electronic q values Import of DOV html file General information Conusweerstand MPa Wrij P Wrijvingsget A reap Stas a Acs Filename GEO 89128 S htm Conus type E gt Diepte m t o v TAW i Cancel Help Figure 4 8 Import of DOV html file window for electrical E or piezometric U CPT 40 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations Import of General information Conusweerstand MPa Wrijving MP Wrijvin ma eet ea o GE0 92109 54 htm Conus type M2 3 5 E Conversion factors mechanical CPT io A Level top tertiary clay m TAW 22 E 3 A Etta Tertiary clay Etta Other soil a 3 Conversion factors fi 30 hi 00 2 This mechanical CPT will be converted to an electronic CPT In this conversion the measured qc values are adapated to equivalent electronic qc values 1 Within D Foundations automatic interpretation as well as all calculations are based on electronic qc values
128. the cone resistance the relative density may have a negative value From a theoretical point of view there is no objection to this but a negative value for the relative density causes numerical problems Therefore the relative density is limited to a minimum of O Note When the pile installation factor is larger than 1 0 CPTs should be made after pile installation to check the actual compaction rate The number of CPTs should be equal to 1 of the piles with a minimum of 3 CPTs 19 5 5 Step 5 Determination of factor f gt effect of reduction of stresses due to tension forces in pile groups Due to the distribution of tension forces over a finite area the area around the pile in the pile group i e the area of influence the vertical stress around the pile decreases This effect is accounted for in the factor fo The factor fa is based on the maximum uplift force on a certain depth which can be found using Fmaz uplift od E odio g A 19 12 where A is the area of influence around the pile in the pile group For determining A according to NEN 9997 1 C1 2012 D FOUNDATIONS uses the following method The area around the pile is determined by means of the connection lines between the considered pile and surrounding piles These lines are divided equally and new lines perpendicular to these lines are calculated The smallest area within the new lines determines the area of influence of the pile This way any point in the plan view
129. the list The name can be changed if desired x Enter the X coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates Y Enter the Y coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates Pile head The pile head level is used to specify for each pile the level of the pile head level with regard to the reference level usually NAP This allows calculation with deepened pile heads If the pile head level is not entered the default level 0 00 m NAP applies Use Selecting Yes allows alternating loads to be accounted for by calculating Alternating an extra safety factor Vm var gc according to NEN 9997 1 C1 2012 art Loads 7 6 3 3 C Maximum The maximum tension load on the pile should be higher than the minimum minimum tension load which may receive a negative compressive value Repre load on pile sentative values of these loads should be specified In practice only the ratio between the minimum and maximum value of the loads is important So piles with minimum 100 kN and maximum 200 kN have the same safety factor Ym var qc aS piles with minimum 10 kN and maximum 20 KN Piles with minimum values that equal the maximum values have no extra safety factor 1 0 This safety factor never exceeds 1 5 Use the toolbar on the left side of this window to edit the table a Use this
130. the total bearing capacity for each CPT must be limited to at most half the contribution provided by the pile point Rb maz i Hear lt 0 5 x Rb maz i Use In a small special area of Almere the conditions are even worse which additional results in a additional rule when working in this area Almere rule the total bearing capacity per CPT Fr maz i must be reduced by 25 4 6 2 Preliminary Design for Bearing Piles EC7 NL D FOUNDATIONS allows a preliminary design to be calculated Three different preliminary de sign calculation types are available Indication bearing capacity outlined in section 4 6 2 1 Bearing capacity at fixed pile tip levels outlined in section 4 6 2 2 Pile tip levels and net bearing capacity outlined in section 4 6 2 3 Note Preliminary design always considers single piles Firstly the type of calculation can be selected Some types require additional data Next the CPTs and pile types to be included in the preliminary calculations are selected Note that the order in which the items are selected determines the order of calculations More detail about the selection process for the different preliminary design types is given in section 4 6 2 1 section 4 6 2 2 and section 4 6 2 3 Bearing Piles EC7 NL Calcul Trajectory Selected Profiles Available Profiles Lo FUGBEN1 Begin m 15 00 C Verificati FUGBEN2 Verification FUGBEN3 A A End Im 24 00 Calculation Interval m 1 00
131. to select a rectangle for enlargement The selected part will be enlarged to fit the window Repeat this step several times if necessary 9 Click this button to undo the last zoom step Ta Click this button to restore the original dimensions of the view GEO Click this button to display the result for limit state GEO SLs Click this button to display the result for serviceability limit state 8 2 Design Results Click on Design under the Results node in the tree view to open the Results Design window The displayed design results will vary with the type of calculation that has been carried out as shown in Table 8 1 Table 8 1 Overview of the displayed design results Model Calculation Option Chart Text type Bearing Preliminary Indication of bearing capacity Yes Yes Piles Design Bearing capacity at fixed pile tip levels No Yes EC7 NL Pile tip levels and net bearing capacity No Yes Verification Design Yes Yes Complete No No Bearing Preliminary Bearing capacity Yes Yes Piles Design EC7 B Tension Design Indication of bearing capacity Yes Yes Piles Bearing capacity at fixed pile tip levels No Yes EC7 NL Pile tip levels and net bearing capacity No Yes Note For Bearing Piles EC7 NL Verification Complete no design results can be viewed Also note that the Shallow Foundations EC7 NL model does not offer this option The results can be displayed in text form
132. to the list The name can be changed if desired Enter the X coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates Enter the Y coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates The pile head level is used to specify for each pile the level of the pile head with regard to the reference level usually NAP the Dutch reference zero level This allows calculation with deepened pile heads i e below the ground level If the pile head level is not entered the default level 0 00 m NAP applies Here the value of a surcharge or superimposed load immediately next to the pile can be entered This value needs be specified only if the load is permanent If an excavation must also be taken into account the surcharge is assumed to apply at excavation level In all other cases it is assumed to apply at surface level In the theory part of the manual more information can be found about mod eling superimposed loads Combination of Superimposed load Excavation section 17 7 5 The load on the piles F s can be specified for both STR GEO and ser viceability limit states The values for F STR GEO and F service ability are derived by multiplying the representative loads of the building on the pile foundation with the corresponding load factors which need deter mined according to N
133. to the pile if required and of course the pile load are entered This data can be input by entering information for each pile separately or by generating a grid of piles at once Foundations Top Use this option to see a graphic representation of entered piles and View Foundation CPTs Excavation Use this option to specify the excavation level along with some addi tional parameters related to modeling the excavation Calculation Use this option to specify the calculation settings and verification re quirements and to execute the actual calculation Results Design Use this option to view the results of trajectory based calculation op tions The results can be viewed in graphic format and in text format Report Use this option to view the output file Besides input data this file also contains the calculation results Construction Sequence Click on the Construction Sequence node under Project Properties in the tree view on the left of the screen This will open the Project Properties Construction Sequence window where the relative timing of CPTs with respect to the installation of the piles and the excavation can be specified With this option the user can specify if D FOUNDATIONS has to take the effect of an excava tion and or soil compaction due to pile driving into account These two effects are reducing respectively increasing the CPT values and are dependent on the time in the construction process when the CPT is execut
134. uses the Netherlands Eurocode EC7 NL or Belgian De Beer standards and guidelines for accurate design of vertically loaded bearing piles and tension piles and shallow foundations with both horizontal and vertical loading Easy soil data definition Importing CPT data is possible in several formats includ ing the Geotechnical Exchange Format GEF The automatic CPT interpretation tool provides soil type dependent proposals including all additional parameters Fast design of pile plans D FOUNDATIONS gives simultaneous indication of capacity and required length for different pile types and different soil conditions Pile group interaction In calculations the effect of pile group interaction on settlement is included as well as on bearing capacity for the selected pile type and pile plan Fast design of shallow foundations Foundation dimensions can be optimized Also the required width for strip foundations and the capacity and stability of shallow founda tions can be checked Code based verification A complete verification report can be generated including all steps performed during calculation Intermediate results are available in a separate file Standard parameters All standard parameters provided by NEN such as soil parame ters as provided by table 2 b of NEN 9997 1 C1 2012 NEN 2012 as well as pile type parameters are incorporated within D FOUNDATIONS for easy and fast selection Deltares 1 of 280 tte D F
135. value must lie between 0 and 90 degrees dso median Enter the representative median grain size This column only applies to the soil types Sand and Gravel The median size of the soil can influence the value of parameter a NEN 9997 1 C1 2012 Table 7 c and 7 d which is used to determine the positive skin friction The following are the reduc tion factors that have been applied for several situation For fabricated piles with closed end toe in coarse sand of day gt 600 jum the reduction factor for a is 90 if installed without vibration and 85 if installed with vibration The reduction factor for a in soil grain of dso 2 mm for all condition is 75 For fabricated hollow piles or box piles in coarse sand of ds gt 600 jum or in clay or loam the reduction factor for s is 80 if installed without vibration and 70 if installed with vibration The reduction factor for a in soil grain of dsy 2 mm for all condition is 50 Deltares 37 of 280 D FOUNDATIONS User Manual 4 3 1 3 Materials Match Material D FOUNDATIONS offers the possibility to change the properties of an existing material by match ing them with the properties of a material from Table 2 b of NEN 9997 1 C1 2012 First select the material from list of the Soil Materials window Then click on the Match material button Y to open the Match Material window Figure 4 6 D FOUNDATIONS will propose a list in the drop down menu of materials from Tab
136. values than the default values after the prediction is made GeoBrain makes some suggestions for that Predict Changing the input for the prediction does not affect the D Foundations project After the prediction you can save the report to modify the D Foundations input manually CPT Pile length Distance between piles _ Pile dimensions Water level to surface Refine 146 of 280 Figure 9 2 GeoBrain Prediction window First page The name of the selected CPT section 9 1 The length of the pile as inputted in the Additional Data tab of the Soil Profiles window of the selected CPT The minimum distance between two piles from the pile plan as defined in the Foundation Pile Properties window If only one pile was defined D FOUNDATIONS will use a default large value of 10 meters The dimensions of the selected pile type section 9 1 Ground water level as inputted in the Additional Data tab of the Soil Profiles window of the selected CPT with respect to ground surface Click this button to first modify the other data before performing a predic tion When clicking this button the user is directed through the different items of a menu bar If the user does not know the answer to a question default values are used section 9 2 1 Deltares 9 2 1 9 2 2 Feasibility module Predict Click this button to predict directly without changing the default values for other da
137. warning and resets this level to the required level Click this button to display the Additional Data Copy from Profiles window In this window select the name of one of the profiles and click OK to copy the additional data given for that profile into the fields for this profile Click this button to display the Additional Data Copy to Profiles window In this window select the names of any profiles which should have the same additional data as defined for the current profile Click OK to copy this data to the selected profiles 6 3 2 5 Viewing Profiles A graphic representation of the profiles defined for a project can be viewed by clicking one of the two right most tabs in the Soil Profiles window The Additional Data tab Figure 6 9 displays the CPT and if available the profile with data such as defined layers material types per layer and user defined levels phreatic level tension zone level etc The standard q diagram red line in Figure 6 9 is also displayed o The Summary Pressures tab Figure 6 10 also displays the CPT Deltares 97 of 280 6 3 2 6 D FOUNDATIONS User Manual a R din MP y o 5 00 10 00 15 00 20 00 25 00 20 00 Ze aoo Ground level 0 69 2 5 00 y 7 10 00 Ex 15 00 a rt 20 00 20 00 Depth m X 17 463 Y 32 745 Edit Figure 6 9 Soil Profiles window Additional Data tab Use the buttons in the button bar to manipulate the view
138. zx 1 38 Clay user defined Clay 1700 17 00 17 50 0 00000 Standard oo T 0 400 0 800 149 Loam user defined Loam 20 00 2000 27 50 0 00000 Standard ooo Y 0 400 0 800 153 Peat user defined Peat 1250 100 00 15 00 0 00000 Standard ooo Y 0 400 0 800 158 Sand user defined Sand 1800 20 00 3250 0 30000 Standard y 0 00 4 0 400 0 800 ES Y wi Figure 14 4 Soil Materials window 18 Switch to the Soil Profiles window and compose the soil layer manually by adding a row filling in the correct top levels and selecting the right material for each layer from the drop down list available under the material column see Figure 14 5 202 of 280 Deltares Tutorial 5 Parking Garage on Tension Piles D soil Profiles CPT O1 Arima Layers Additional Data Summary Pressures Selected CPT Profile Materials Pore Pressure and OCR R al Ye Top Material M a level w e m O 1 0 690 Loam user defined 7 z gt 2 6 000 Clay user defined 5 yo 13 14 000 Peat user defined X i 14 15 000 Sand user defined y E E pe 5 a 407 AS x lon lo CPT Rule NEN Rule gt Coordinates x m 0 00 Y m 0 00 Min layer thickness m 10 00 Edit Figure 14 5 Soil Profiles window selection of materials for the profile Note As an alternative to typ
139. 0 16 ES 0 698 34 909 0 65 0 000 Ha LAR 2 25 0 660 36 545 0 65 0 000 18 2 35 0 626 38 182 0 65 0 000 219 2 45 0 595 39 818 0 65 0 000 20 2 55 0 566 41 455 0 65 0 000 21 2 65 0 540 43 091 0 65 0 000 LR leet li O NS Max dsigma v z d als percentage van de effectieve funderingsdruk 99 layer no Number of the layer in the soil profile depth Level in m at which the effective stresses have been determined middle of the relevant layer dsigma v z d Recalculated calculation value of the increase in effective stress at depth zZ sigma v z o d Calculation value of the original vertical effective stress at depth zZ e Void ratio 0 Initial void ratio S1 Calculation value of the primary settlement w1 q based on calculation for S1 gd all layers with stress increases greater than or equal to 20 If the layer number has an asterisk it involves an additional purely informative value for the primary settlement w1 g a based on calculating settlements for layers with stress increases greater than or equal to 5 Comparing W1 4 with W1 ga produces an indication for the sensitivity of the layer classification related to the primary settlement To indicate the accuracy of the settlement calculation Max dsigma q as percentage of the effective foundation pressure 98 For purely vertically loaded foundations this percentage should be above 80 to have an accurate calculation When horizontal loads are also working on the fou
140. 0 Import of DOV html file window for mechanical CPT type M2 41 Import of DOV html file window for mechanical CPT type M4 42 Import CPT for D Foundations window 1 43 Import CPT for D Foundations window after zoom in Rotterdam 44 Soil Profiles New CPT window showing empty profile 44 Soil Profiles node menu ccoo remar daa a 45 Edit CPT Values window 2 o 46 Soil Profiles window Layers tab o 47 Soil Profiles window Additional Data tab for Bearing Piles EC7 NL model 48 Soil Profiles window Additional Datatab 51 Soil Profiles window Summary Pressures tab 52 Foundation Pile Types window for Bearing Piles EC7 NL model 53 Foundation Pile Properties window for Bearing Piles EC7 NL model 56 xi i a a D FOUNDATIONS User Manual xii 4 22 4 23 4 24 4 25 4 26 4 27 4 28 4 29 4 30 5 1 52 5 3 5 5 5 6 Be 5 8 5 9 5 10 5 11 5 12 5 13 6 1 6 2 6 3 6 5 6 6 6 7 6 8 6 9 6 10 6 11 6 12 6 13 6 14 6 15 6 16 6 17 6 18 6 19 7 1 LE 7 3 7 4 La 7 6 bak Pile Grid window for Bearing Piles EC7 NL model 58 Edit properties for all positions window for Bearing Piles EC7 NL model 59 Foundation Top View Foundation window for Bearing Piles EC7 NL model
141. 0 16 00 Peat not preloaded weak 12 00 12 00 _ Peat moderate preloaded moderate 13 00 13 00 Figure 5 3 NEN 9997 1 Table 1 window for Bearing Piles EC7 B model Deltares 75 of 280 5 2 1 2 D FOUNDATIONS User Manual D Belgian Annex Se Select materials and press OK to add Dry unit Wet unit Main type Sub type Consistency weight weight BGravel very silty stiff 20 00 22 00 BGravel clean moderate 19 00 21 00 BGravel clean stiff 19 00 21 00 BSand very silty loose 17 00 9 00 BSand very silty moderate 18 00 20 00 BSand very silty stiff 18 00 20 00 BSand clean loose 17 00 9 00 BSand clean moderate 18 00 20 00 BSand clean stiff 18 00 20 00 BLoam clean moderate 19 00 19 00 __ BLoam clean stiff 20 00 20 00 BLoam clean weak 18 00 8 00 BLoam clean modstiff 20 00 20 00 BLoam slightly sandy moderate 19 00 3 00 BLoam slightly sandy stiff 20 00 20 00 BLoam slightly sandy weak 18 00 8 00 __ BLoam slightly sandy modstiff 20 00 20 00 BClay clean moderate 18 00 8 00 BClay clean stiff 19 00 3 00 BClay clean weak 17 00 17 00 BClay clean modstiff 19 00 3 00 BClay slightly sandy moderate 18 00 18 00 BClay slightly sandy stiff 19 00 9 00 BClay slightly sandy weak 17 00 7 00 BClay slightly sandy modstiff 19 00 9 00 BPeat slightly sandy moderate 14 00 4 00 BPeat slightly sandy stiff 14 00 14 00 BPeat slightly sandy weak 12 00 2 00 Cancel Help Figure 5
142. 0 Write intermediate results Dutch Rigid Fs Moo 3 MESA E T Use interaction model My 3 11 00 Y phi H Deformation ry y fo Limit state Serviceability fundr i 4 1 00 EQU GEO Limit State a 1g SLs E 1 00 Maximum allowed settlement mm 150 150 r Yo 1 00 c Maximum allowed relative rotation 100 300 ri e 1 00 a Options Calculation Optimize Dimensions Maximize Vertical Loads E r Verification Figure 15 7 Calculation window with default deformation demands conform to EC7 NL NEN 9997 1 C1 2012 After calculation is complete the Report window opens The results of the calculation are given in the section Shallow Foundations Results of Verification of the report As can be seen in Figure 15 8 the foundation meets all requirements in limit state EQU PASSED Note The only check that is done in D FOUNDATIONS for the tip over stability is a check whether or not the effective width and effective length of the foundation is smaller than respec tively 2 3 of the actual width and 2 3 of the actual length of the foundation This is according to NEN 9997 1 C1 2012 art 6 5 4 1 P If the effective width and effective length are smaller than 2 3 of the actual width and 2 3 of the actual length the tip over stability is indicated as FAILED in the report Since the foundation has been stable for more than a few decades the tip over stability most probably is sufficient Further calculations on tip over stability ne
143. 00 ss le ce EN bye ia ERO a ST Base length bv m 0 420 es Base height H m 1 200 Ce Shaft width as m 0 320 H i Shaft length bs m 0 320 x S s i oo Tor Pile type T 7 rt z i i Pile type User defined vibrating Y tis Pile type for Og sand gravel Bored pile drilling mud uncased borehole Y E 0 0060 as clay loam peat According to the standard Y Eh ap User defined kii H 0 8800 iit e eel load settlement curve Displacement pile tit i Y Additional pile info Material Concrete Young s modulus kN m2 2 000 07 NY Slip layer Synthetic Representative adhesion kN m2 50 00 ro Aoh Overrule pile factors rt iit I Pile tip cross section factor s q 0 98 I Pile tip shape factor B E 1 00 Figure 10 9 Foundation Pile Types window Selecting dimensions See section 4 4 1 for explanation of the dimensions These dimensions are also shown in the diagram on the right Two different pile types have now been defined Later on calculations will be made for both types Entering the context The soil profiles and pile types needed for the preliminary design calculation have now been defined However some information about the location of the piles and about various condi tions that will effect the pile loading still needs to be entered For instance the actual piles and their positions have not yet been specified 29 To enter a pile click the Pi
144. 00 13 00 30 00 _ BSand clean stiff 18 00 20 00 35 00 BLoam clean moderate 8 00 18 00 22 00 BLoam clean stiff 20 00 20 00 22 00 BLoam clean weak 7 00 17 00 22 00 BLoam clean modstiff 9 00 13 00 22 00 __ BLoam slightly sandy moderate 18 00 18 00 25 00 BLoam slightly sandy stiff 20 00 20 00 25 00 BLoam slightly sandy weak 17 00 17 00 25 00 BLoam slightly sandy modstiff 9 00 19 00 25 00 BClay clean moderate 7 00 17 00 20 00 BClay clean stiff 19 00 19 00 20 00 BClay clean weak 6 00 16 00 20 00 BClay clean modstiff 18 00 18 00 20 00 _ BClay slightly sandy moderate 17 00 17 00 22 00 BClay slightly sandy stiff 9 00 19 00 22 00 BClay slightly sandy weak 16 00 16 00 22 00 BClay slightly sandy modstiff 8 00 18 00 22 00 BPeat slightly sandy moderate 12 00 12 00 15 00 BPeat slightly sandy stiff 14 00 14 00 15 00 slightly sandy Cancel Help Figure 6 5 Belgian Annex window for Tension Piles EC7 NL model Select the required soil and then click OK to return to the Soil Materials window where the information for the selected soil will have been filled in To select and add more than one soil at the time use the Shift or Control key when select ing Note The NEN 9997 1 Table 1 andBelgian Annex windows display either the high or the low values according to the influence of the parameters For example for both Bearing Piles models the soil weight has a negative influence so the high values must be chosen whereas for Tension Pi
145. 00000 0 256082 Figure 7 2 Soil Materials window for Shallow Foundations EC7 NL model To make clear which materials are used in the profiles use the Show Materials filter To show only the materials which are used in the profiles select Used materials only If All is selected all available materials are shown There are three ways to fill in the soil parameters section 7 2 1 1 Adding a standard material including its soil parameters from Ta ble 2 b as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian 114 of 280 Deltares 7 2 1 1 Shallow Foundations EC7 NL Input amp Calculations Annex section 7 2 1 2 Adding manually a material and its required soil parameters section 7 2 1 3 Changing the properties of an existing material by matching them with the properties of a NEN material i e from Table 2 b of NEN 9997 1 C1 2012 Materials Add from Standard The Add from NEN 9997 1 orAdd from Belgian Annex buttons can be used to select a standard material including its soil parameters from Table 2 b as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex To add a standard material click the Add from NEN 9997 1 button or Add from Belgian Annex button to open the NEN 9997 1 Table 1 window Figure 7 3 or the Belgian Annex window Figure 7 4 P NEN 9997 1 Table1 Select materials and p
146. 012 The results of this option are shown in the report file For more information about viewing results refer to chapter 8 Deltares 129 of 280 D FOUNDATIONS User Manual 130 of 280 Deltares 8 View Results 8 1 If errors are found in the input no calculation can be performed and D FOUNDATIONS opens the Error Messages window displaying more details about the error s Those errors must be corrected before performing a new calculation In the tree view the Results node contains all or some of the following options depending on the model used section 8 1 Load Settlement Curve section 8 2 Design Results section 8 3 Intermediate Results section 8 4 Report Load Settlement Curve The Load Settlement Curve window reached by selecting the Load Settlement Curve sub node under the Results node in the tree view displays the Load Settlement curve s resulting from the Verification calculations of the Bearing Piles EC7 NL model When a defined prob lem fully meets the verification requirements the Load Settlement curve can be viewed for both limit states However if the problem does not fulfill the requirements see the report it is possible that only one of the curves can be viewed or none at all When loads are too big and the construction collapses it is not possible to draw a curve D Results Load Settlement Curve Lo J 5 633 as Load Settlement Curve Serviceability Limit State Non rigi
147. 0x250 is for now the only available valid pile type so there s no need for selecting it in this case 26 Select the OK button to start the experiences module itself Y GeoBrain Foundation Technology The following data are available from the D Foundations project and can be used to search in the experience database of Geobrain CPT 01 Pile length 15 7 m Pile dimensions 0 25 0 25 m You can consult the database in three different ways 1 Search on pile Based on the length and dimensions of the pile you can search for similar experiences in the database Based on a CPT you can search the database for experiences with a similar soil profile 2 Search on CPT Moderate similarity X 3 Search on location With a map You can search inside the database for experiences close to the location of your design Location Figure 11 13 GeoBrain Experiences window First page Deltares 181 of 280 D FOUNDATIONS User Manual Information as far as available in D FOUNDATIONS is passed on to the GeoBrain application as shown at the top of the GeoBrain Prediction window Figure 11 13 27 Click the Pile button of the Search on pile to retrieve the experiences with similar pile types i e dimensions and length E obran Experiences lt Back i Refinequey CS Y GeoBrain Result 1 7 shown 33 found Good 31 Moderate 2 Page 123 45 Next gt Poor 0 A profile Project Ple guipment Res
148. 1 2012 paragraaf 2 4 9 NEN EN 9997 1 Sd lt Sreq For houses the requirement is Sreq 0 05 m For other types of superstructures a different well considered requirement can be specified Sd 0 072 m Sreq 0 150 m The settlement requirements of the Serviceability Limit State are met this is ok The proposed criteria NEN EN 1997 1 2005 par 2 4 9 NEN EN 9997 1 for rotation and relative rotation for houses are theta beta 1 300 For other types of superstructures the same criteria are valid unless other specific criteria are defined Maximum relative rotation calculated value 1 84 Maximum relative rotation required value 1 300 The maximum rotation is found between piles 4 and 10 The rotation requirements of the Serviceability Limit State are NOT met this is NOT ok Figure 12 3 Report window Results of the Verification of Limit States STR GEO and serviceability limit state It can be seen that the design does not satisfy the requirements for limit state GEO and serviceability limit state Note that this calculation was made for a non rigid superstructure This is the default choice which represents a worst case situation 12 13 14 15 16 Click Save As in the File menu and save the project as lt Tutorial 3b gt Click Save to close the window To verify if the design is OK for a rigid superstructure return to the Calculation window Select Rigid under Rigidity of supers
149. 2 2 In this way the user can cater for the above mentioned variations In the other design options the pile tip levels specified for each CPT are suppressed in favor of the pile tip trajectory In that case the relevant pile tip level is retained as a starting point for each calculation step or for each pile tip level for all CPTs It should also be noted that if the variations in the pile tip level are significantly large the project should be split into sub projects and the variations should be kept within limits in each sub project Skin friction zone When designing tension piles according to NEN 9997 1 C1 2012 there are no restrictions regarding the layers where friction is taken into account In some cases e g disturbed soil when relative soil pile movements take place or in layers with very low effective stress the user may explicitly want to exclude these layers In D FOUNDATIONS this can be achieved in the following way In the Soil Profiles window the top of the friction zone should be specified sec tion 6 3 2 3 The tension capacity will be calculated from this level According to NEN 9997 1 C1 2012 the top of the friction zone should never be higher than 1 m below ground level or excavation level In the Soil Materials window a soil material can be specified as having zero tension capacity by setting the Apply tension value to False section 6 3 1 In peat layers the tension capacity is automati
150. 2010 Eurocode is actively implemented in Europe on April 2010 In the Netherlands Eurocode 7 for geotechnical practice and design has been implemented in NEN 9997 1 2009 Lit 13 The MFoundation version 7 1 has been furthermore updated to accommodate this The pile models bearing and tension and shallow foundation can now be calculated and evaluated based on the Netherlands Eurocode 7 EC7 NL There is however no update for the current Belgian pile model for bearing piles EC7 B D FOUNDATIONS version 8 1 was released end of 2010 The name of the program has changed D FOUNDATIONS replaces MFoundation Moreover the Belgian pile model for bearing piles EC7 B has been updated according to the latest specification of the Belgian Eurocode 7 WTCB 2010 D FOUNDATIONS version 8 2 was released end of 2012 This version incorporates all changes due to the release of the latest Euro code NEN 9997 1 C1 2012 April 2012 NEN 2012 The most important change is the one to the pile class factors for the models Bearing Piles EC7 NL and Tension Piles EC7 NL Not only have the pile type categories been changed and extended e g the addition of micro piles but also some designations of the type of load settlement curves Furthermore the new tables for the Bearing Piles model are now also valid for the Tension Piles model making the old separate tables for the Tension Piles obsolete This also involves a change in the reduction of the bearing capac
151. 4 Belgian Annex window for Bearing Piles EC7 B model Select the required soil and then click OK to return to the Soil Materials window where the information for the selected soil will have been filled in To select and add more than one soil at the time use the Shift or Control key when select ing Note The NEN 9997 1 Table 1 andBelgian Annex windows display either the high or the low values according to the influence of the parameters For example for both Bearing Piles models the soil weight has a negative influence so the high values must be chosen whereas for Tension Piles EC7 NL and Shallow Foundations models EC7 NL the soil weight has a beneficial effect on the bearing tension capacity so the low values much be chosen The program will for each calculation only use the materials as selected in the Materials window It will never take values from the standard tables directly So the user must make sure the proper values have been selected For instance when first performing a Bearing Piles EC7 NL calculation with high values the user should adapt the values before performing a Tension Piles EC7 NL calculation by clicking the _A endmsteislparameteeforcurentmodsl_ button in the Soil Materials window Materials Add manually The Insert row Add row and Delete row gt buttons can be used to help build the table of data To enter or modify soil information manually enter the following info
152. 53000 Cancel Help Figure 7 3 NEN 9997 1 Table 1 window for Shallow Foundations EC7 NL model Deltares 115 of 280 7 2 1 2 D FOUNDATIONS User Manual D Belgian Annex Select materials and press OK to add Dry unit Wet unit Phi c f undr Ce Ca Main type Sub type Consistency att om dea kPa kPa El E very silty 3 21 0 32 0 1 0000000 1 0000000 BGravel very silty stiff 20 00 22 00 37 00 0 00 0 1 0000000 1 0000000 BGravel clean moderate 8 00 20 00 35 00 0 00 0 1 0000000 1 0000000 BGravel clean stiff 19 00 21 00 40 00 0 00 O 1 0000000 1 0000000 BSand very silty loose 6 00 18 00 25 00 0 00 O 1 0000000 1 0000000 _ BSand very silty moderate 17 00 19 00 27 00 0 00 0 1 0000000 1 0000000 BSand very silty stiff 18 00 20 00 30 00 0 00 0 1 0000000 1 0000000 BSand clean loose 16 00 18 00 27 00 0 00 0 1 0000000 1 0000000 BSand clean moderate 17 00 19 00 30 00 0 00 0 1 0000000 1 0000000 BSand clean stiff 8 00 20 00 35 00 0 00 O 1 0000000 1 0000000 BLoam clean moderate 18 00 18 00 22 00 2 00 2 1 0000000 1 0000000 __ BLoam clean stiff 20 00 20 00 22 00 8 00 8 1 0000000 1 0000000 BLoam clean weak 17 00 17 00 22 00 0 00 0 1 0000000 1 0000000 BLoam clean modstiff 19 00 19 00 22 00 4 00 4 1 0000000 1 0000000 BLoam slightly sandy moderate 8 00 18 00 25 00 2 00 2 1 0000000 1 0000000 BLoam slightly sandy stiff 20 00 20 00 25 00 8 00 8 1
153. 57 49522 49512 FAILED FAILED FAILED 1220 6544 49521 49512 PASSED FAILED FAILED 1230 7969 49521 35 PASSED FAILED PASSED 1240 9951 49520 21 PASSED FAILED PASSED 1250 11204 38 16 PASSED PASSED PASSED 1260 11889 31 15 PASSED PASSED PASSED 1270 12231 29 15 PASSED PASSED PASSED 1280 12503 28 14 PASSED PASSED PASSED 1290 12712 27 14 PASSED PASSED PASSED 13 00 12953 26 14 PASSED PASSED PASSED Use CTRL INS to copy s 1310 13177 25 14 PASSED PASSED PASSED 1320 13344 2 14 PASSED PASSED PASSED 13 30 13488 24 13 PASSED PASSED PASSED 1340 14407 2 13 PASSED PASSED PASSED 13 50 15606 21 12 PASSED PASSED PASSED Figure 13 8 Design Results window Text tab Tutorial 4c 194 of 280 Deltares Tutorial 4 Pipeline Duct on Bearing Piles 13 5 Maximum negative skin friction D FOUNDATIONS can be used to calculate the maximum negative skin friction load for piles in this case prefab concrete square piles with a width of 500 mm and a pile tip level of 12 5 m Choosing 12 5 m ensures that the full negative skin friction zone is taken into account hence providing the maximum value 26 Click Save As in the File menu and save the project as lt Tutorial 4d gt 27 Fill in a Pile tip level of lt 12 5 m gt in the Additional Data tab for both soil profiles 28 In the Calculation window perform a Verification Complete calculation Figure 13 9 E calculation o 03 523a Rigidity of superstructure Dverrule p
154. 600 0 320 op basis van phi 0 20 000 Vg v d 0 500 1 0 590 te 0 990 se 1 009 102 764 18 519 ic 7 636 S max d 1 00000 lambda q 1 00000 lambda g 1 00000 0 590 te 0 320 op basis van phi 0 0 000 sqRd 0 000 wut ou 20 000 ongedraineerd dus verticale draagkracht voldoet Most of the parameters match the parameters for bearing capacity undrained behavior Ad ditional parameters are uRa Ha 140 of 280 Calculation value of the undrained shear resistance Calculation value of the horizontal load Deltares View Results Shear drained behavior AFSCHUIVING GEDRAINEERD GEDRAG dRd 5 242 Hd 10 000 Gedraineerde draagkracht in horizontale richting voldoet NIET dRa Calculation value of the drained shear resistance Ha Calculation value of the horizontal load Stability checks STABILITEITSCONTROLES Min b 0 338 Min 1 11 000 fgem d Totale stabiliteit verzekerd Kantelstabiliteit verzekerd Min b Minimum value of the effective width determined during the calculations Min l Minimum value of the effective length determined during the calculations faem d Calculation value of the angle of internal friction of the critical soil layer 8 3 3 2 Limit states GEO and serviceability limit state The following are executed for both limit state GEO and serviceability limit state Determining initial effective surface A f Bepaling initieel effectief oppervla
155. 7 146 Edit Figure 4 18 Soil Profiles window Additional Data tab Use the buttons in the button bar to manipulate the view Note By right clicking the mouse button in the CPT Profile view of the Additional Data tab and selecting View Preferences the Project Properties window opens to determine which names for the soil materials will be used in the profile view Summary Pressures If they are available the Summary Pressures tab Figure 4 19 also displays the soil pressures as derived from the data set in the Soil Profiles window Deltares 51 of 280 D FOUNDATIONS User Manual avers Additional Data Summary Pressures qe MPa kN m2 5 00 10 0015 0020 00 25 0030 0035 00 40 00 0 0 100 0 200 0 200 0 400 0 500 0 600 0 700 0 PL Ground level 0 88 PL Phreatic Level 1 38 m Pore Pressure Y 13 600 Edit Figure 4 19 Soil Profiles window Summary Pressures tab Use the buttons in the button bar to manipulate the view Note Those pressures are always displayed for the original profile and the excavations and surcharges are not taken into account in this view 4 4 Foundation In the tree view the Foundation node contains the following sub nodes Pile Types Pile Properties Top View Foundation Browsing through these nodes allows data applying to the foundation to be viewed and input The available options are described below 52 of 280 Delta
156. 7 705 Clay organ weak 10 445 Clay organ moderate 11 864 Clay organ weak 12 364 Clay organ moderate 12 564 Clay clean stiff 12 664 Clay ve san stiff 12 764 Loam sl san weak 12 864 Loam ve san stiff 13 064 Sand ve sil loose 13 284 Loam ve san stiff 14 884 Loam sl san weak 15 003 Loam ve san stiff 15 203 Sand ve sil loose 15 603 Sand sl sil moderate 16 003 Sand ve sil loose 18 760 Loam ve san stiff 20 017 Loam sl san weak 20 217 Loam ve san stiff 20 436 Loam sl san weak 21 394 Loam ve san stiff 22 032 Sand ve sil loose 22 351 Loam ve san stiff 22 470 Clay ve san stiff 22 789 Loam ve san stiff 22 989 Clay ve san stiff 23 108 Clay clean stiff 23 646 Clay organ moderate 23 746 Clay organ weak 24 084 Clay organ moderate 24 303 Clay clean weak 24 522 Clay organ moderate 24 622 Clay clean weak 25 298 Clay clean stiff 26 631 Clay clean weak 27 526 Clay clean stiff 27 864 Clay ve san stiff ATA bene sem eme atii bs AAAA a 4 lid Coordinates xX m f120000 00 Y m 50000 00 NEN Rule Edit Figure 4 16 Soil Profiles window Layers tab CPT Rule Select the interpretation rule used by D FOUNDATIONS to automatically inter pret the imported CPT Five different rules are available The NEN rule The CUR rule The 3 type rule The qc only rule The User defined
157. 7 B 86 6 Tension Piles EC7 NL Input amp Calculations 89 EL MESA eoe ee ee A ee ee ee a 89 6 2 Construction Sequence 6 22 ead we Oe ee E sorak 90 Be SOG 22 fe kee be koe Gwe adds Be ee Ee ek ee ee ee 90 Bal Maea ooo A ee ee RA 90 6 3 1 1 Materials Add from Standard 91 6 3 1 2 Materials Addmanually 93 6 3 1 3 Materials Match Material 94 iv Deltares Contents 8 632 PIES ociosa ria aa Aa 94 6 3 21 Adding Profiles lt oe aa e cc esas mr rs 94 6 3 2 2 Options for existing profiles 94 Bolo Editing Layers ioo 260088 O em a rs 94 6 3 2 4 Additional Data lt aaa a 97 6 3 2 5 Viewing Profiles oaoa aaa a 97 6 3 2 6 Summary Pressures oaao a 00002 eee 98 GA FOURCAHON 2 42 6 sra dat 69 e eaa a a a eee be ee 99 64 1 Pile WiGS 2 244424 0 8 ea sena Be ee De 99 6 4 2 Pile Properties 0 2 02000 o 2 102 6 4 3 Top View Foundation Aoe o eee eee 104 65 Excavaliott ooo ee ee ee Ae ek ee es 105 6 6 Calculations lt lt eo ooo oo 106 6 6 1 Options for a Tension Piles calculation 107 6 6 2 Preliminary Design Tension Piles 0 109 6 6 2 1 Preliminary design Indication bearing capacity 109 6 6 2 2 Preliminary design Bearing capacity at fixed pile tip levels 110 6 6 2 3 Preliminary design Pile tip level
158. 800 00 1400 00 Pos 20 16 70 18 00 0 50 0 00 1800 00 1400 00 Pos 21 22 30 0 00 0 50 0 00 1800 00 1400 00 Pas 22 22 30 7 90 0 50 0 00 1800 00 1400 00 Pos 23 22 30 10 10 0 50 0 00 1800 00 1400 00 _ Pos 24 22 30 18 00 0 50 0 00 1800 00 1400 00 Pas 25 24 50 0 00 0 50 0 00 1800 00 1400 00 _ Pos 26 24 50 7 90 0 50 0 00 1800 00 1400 00 _ Pos 27 24 50 10 10 0 50 0 00 1800 00 1400 00 Pos 28 24 50 18 00 0 50 0 00 1800 00 1400 00 _ Pos 29 30 10 0 00 0 50 0 00 1800 00 1400 00 _ Pos 30 30 10 7 90 0 50 0 00 1800 00 1400 00 Pos 31 30 10 10 10 0 50 0 00 1800 00 1400 00 _ Pos 32 30 10 18 00 0 50 0 00 1800 00 1400 00 Pos 33 32 30 0 00 0 50 0 00 1800 00 1400 00 Pos 34 32 30 7 90 0 50 0 00 1800 00 1400 00 _ Pos 35 32 30 10 10 0 50 0 00 1800 00 1400 00 Pos 36 32 30 18 00 0 50 0 00 1800 00 1400 00 _ Pos 37 39 10 0 00 0 50 0 00 1800 00 1400 00 _ Pos 38 39 10 7 90 0 50 0 00 1800 00 1400 00 Pos 39 39 10 10 10 0 50 0 00 1800 00 1400 00 Pos 40 39 10 18 00 0 50 0 00 1800 00 1400 00 pel Figure 4 21 Foundation Pile Properties window for Bearing Piles EC7 NL model 56 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations In this window the following information can be entered Name X Y Pile head level Surcharge Limit state STR GEO Serviceability limit state In this box the pile position names are displayed Each position automati cally receives a number when added
159. 9 1 Select a profile window Profiles Select one of the available CPT profiles previously defined in the Soil Profiles window Deltares 145 of 280 9 2 D FOUNDATIONS User Manual Pile type Select one of the available pile type previously defined in the Foundation Pile Types window At this moment the feasibility options are restricted to valid piles either rectangular prefabricated concrete piles without en larged tips or round user defined piles GeoBrain Drivability Prediction If the GeoBrain drivability prediction option was selected from the Feasibility menu the Geo Brain Prediction window opens after selecting a soil profile and a pile type section 9 1 D FOUNDATIONS contacts on line the GeoBrain experience database D GeoBrain Prediction ono Y GeoBrain Foundation Technology The following data are available from the D Foundations project to make a prediction of the feasibility with GeoBrain CPT 01 Pile length 15 7 m Distance between piles 2m Pile dimensions 0 25 0 25 m Water level to surface 0 5 m For an accurate prediction more information is required You have two choices 1 Refine first then predict The other data are supplied by you before a prediction is made This way a better prediction is obtained Refine 2 Predict directly The other data are kept default by GeoBrain The prediction is less accurate You can still use better
160. 9 Gravel sl sil loose Gravel 1800 20 00 40 Gravel sl sil moderate Gravel 19 00 21 00 41M Gravel sl sil stiff Gravel 20 00 2200 42 Gravel ve sil loose Gravel 1900 21 00 43 Gravel ve sil moderate Gravel gt 20 00 2200 44 Ml Gravel ve sil stiff Gravel gt 21 00 2250 45 Loam sl san moderate Loam 2100 21 00 46 Loam sl san stiff Loam v 2200 2200 47 1 Loam sl san weak Loam 20 00 20 00 48 Loam ve san stiff Loam 20 00 20 00 149 Peat mod pl moderate Peat si 13 00 13 00 50 Peat not pl weak Peat 1200 1200 51 Sand clean loose Sand 18 00 20 00 52 Sand clean moderate Sand 1900 21 00 53 Sand clean stiff Sand 20 00 2200 _ 54 Sand sl sil moderate Sand 1900 21 00 CBs Sand ve sil loose Sand 19 00 21 00 Figure 16 5 Soil Materials window 16 5 2 Soil Profile from electrical CPT type E To import the electrical CPT 12 Click the Profiles node under Soil in the tree view As there are currently no soil profiles in 13 14 Deltares the model D FOUNDATIONS automatically opens the Import CPTs from file window Select the CPT E with file name GEO 89128 S html and click Open D FOUNDATIONS reads the selected file in the Import of DOV html file window see Figure 16 6 Graphic repre sentations of the cone resistance q conusweerstand the friction f wrijving and the percentage of friction Ry wrijvingsgetal are displayed at the left part of the Import of DOV html file wi
161. BEREKENING NEGATIEVE KLEEF Sond Paal Paal Fnk rep gamma f nk Fnk d sneg Nr Nr Groep kN kN tm l 1 1 NEE 424 977 1 000 0 0000 1 2 NEE 424 977 1 000 425 0 0000 1 3 NEE 424 977 1 000 425 0 0000 1 4 NEE 424 977 1 000 425 0 0000 5 NEE 424 977 1 000 425 0 0000 A 6 NEE 424 977 1 000 425 0 0000 1 7 NEE 424 977 1 000 425 0 0000 1 8 NEE 424 977 1 000 425 0 0000 2 1 NEE 297 104 1 000 297 0 0000 2 2 NEE 297 104 1 000 297 0 0000 2 3 NEE 297 104 1 000 297 0 0000 2 4 NEE 297 104 1 000 297 0 0000 2 5 NEE 297 104 1 000 297 0 0000 2 6 NEE 297 104 1 000 297 0 0000 2 7 NEE 297 104 1 000 297 0 0000 2 B NEE 297 104 1 000 297 0 0000 Figure 13 11 Intermediate Results window Tutorial 4e From these results it can be concluded that the maximum value for negative skin friction in limit state EQU has decreased to 425 kN for CPT 1 and 297 kN for CPT 2 As the EC7 NL NEN 9997 1 C1 2012 allows for both methods it is also allowed to use the best results in this case the ones without the pile group Note The negative skin friction Dutch Fs ng English Fs nsf for a single pile is also cal culated when performing preliminary design calculations After performing Indication Bearing capacity the values can be plotted by selecting Fs ns as Force in the Design Results window 196 of 280 Deltares Tutorial 4 Pipeline Duct on Bearing Piles 13 6 Using continuous flight auger piles It has come to light th
162. D PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PASSED PEEEEEEEE 2BGRSSSS2LU SS Figure 13 13 Design Results window Text tab Tutorial 4f It can be seen that from pile tip level 16 70 m downwards all limit states are met Therefore the pile tip level must be reference level 16 70 m or deeper 13 7 Conclusion This tutorial has shown how to construct a complete design for a simple foundation on bearing piles in accordance with EC7 NL NEN 9997 1 C1 2012 It has also shown that the options chosen in the Calculation window can affect default values of several parameters Finally it shows the effect of granularity of the soil types on the positive skin friction and thus the overall bearing capacity 198 of 280 Deltares 14 Tutorial 5 Parking Garage on Tension Piles 14 1 This tutorial considers the design of the foundations for an underground parking garage in accordance with EC7 NL NEN 9997 1 C1 2012 Tension piles are needed to counter the up thrust caused by the floor of the garage being located below the groundwater level The objectives of this tutorial are o To learn the steps needed for a complete design and verification of a foundation con sisting of tension piles To learn how to create a soil profile manually instead by automatic interpretation of CPT data To learn how to reduce the cone resistance due to excavation For this tutorial the following D FOUNDATIONS m
163. EC7 NL Shallow Foundations EC7 NL Each model requires specific project data Changing the selected model for an existing project may mean that some data will need to be edited or additional information added When no license is available for a certain model the name of the model will be followed by demo in the Model window Note When a model has been selected for which no license is available the program will automatically switch to the demonstration mode This is indicated by the DEMO VERSION banner at the right top hand side of the program In this mode calculations can not be performed and files can not be saved Project Properties Choose Properties from the Project menu to display the window where the elements to be displayed in the graphical representation of input and output data can be selected The window contains three tabs Top View Foundation Load Settlement Curve View CPT Profile Mark the Save as default checkbox to apply the specified settings every time D FOUNDATIONS is used Deltares 27 of 280 D FOUNDATIONS User Manual Project Properties Top View Foundation Project Properties 3 Top View Foundation Load Settlement Curve View CPT Profile View Grid i V Show grid M Snap to grid M Rulers 7 Large cursor M Info bar V Legend T Save as default Cancel Help Figure 3 10 Project Properties window Top View Foundation tab This windo
164. EN 9997 1 C1 2012 appendix A Usually the calcu lation values to be entered here are determined by the constructor of the building For more information on limit state STR GEO and serviceability see NEN 9997 1 C1 2012 art 2 4 7 8 2 4 8 Use the toolbar on the left side of this window to edit the table qee eee eee a Use this button to insert a row in the table Use this button to add a row to the table Use this button to delete a row from the table Use this button to generate a grid of piles with the same properties see below Use this button to change the properties Pile head level Surcharge Design values of load on pile of all the pile positions see below ES Use this button to cut a selected part of the table Use this button to copy a selected part of the table Use this button to paste a selected part in the table Click the fourth button in Pile Properties window to open a window in which a grid of pile positions can be specified Deltares 57 of 280 D FOUNDATIONS User Manual Pile Grid Start at lt coordinate m 120 00 Y coordinate m 150 00 Center to center distance direction m 2 00 Y direction m 2 00 Number of piles X direction E 6 Y direction H 6 Parameters Pile head level mRL 0 00 Surcharge kN m J 9 00 Design value of load on pile Limit state STR GEO kN 400 00 Serviceability Limit state kN 300 00
165. It must be noted that according to NEN 9997 1 C1 2012 art 3 2 3 e the End value must be at least 5 m above the deepest level of the shallowest CPT Moreover the same article specifies that the End value must be at least 10 x dmin above the deepest level of the deepest CPT An End value below this level does not meet the requirements as set by the standard When such a value is entered the output file will contain a warning that the defined trajectory does not meet the requirements as set by the standard However calculations based on levels that are too deep will still be carried out The result of this calculation is the maximum bearing capacity for the foundation as a function of the pile tip level Based on the entered loads the foundation will be checked to see if it meets the settlement and rotation requirements in both the limit states EQU GEO and serviceability limit state For information on viewing results see chapter 8 70 of 280 Deltares 4 6 3 2 Bearing Piles EC7 NL Input 8 Calculations Verification Complete This option allows a complete verification to be performed according to the NEN 9997 1 C1 2012 standard All required calculations bearing capacity settlement and negative skin friction are carried out according to these standards For a complete verification the user can specify a different pile tip level for each CPT and consequently a soft layer with varying height will not have the same effect as descri
166. L Step 1 Reduction of the cone resistance due to overconsolidation The cone resistance is based on CPTs If the soil layers have been preloaded in the past overconsolidation a correction for the OCR value has to be specified before starting the calculation The correction for over consolidation is derived from the OCR values entered in the Soil Profiles window The cone resistance will be reduced by 1 OCR 19 1 da NC Qe OC X Step 2 Reduction of cone resistance due to excavation In most cases the CPTs will be executed before excavation As a result of the excavation both the vertical stress and the cone resistance will decrease According to NEN 9997 1 C1 2012 the reduction of the cone resistance due to an excavation depends on the order in which the excavation and installation take place When piles are installed after excavation with a vibrating method there is a linear ratio between the cone resistance and the decrease in effective stress Oy z Qe z corr Qe z x I 19 2 v z 0 where deszicorr is the corrected cone resistance dee is the measured cone resistance q is the effective vertical stress after excavation Doiz 0 is the effective vertical stress before excavation When piles are installed before excavation or if no or very little vibration is used correction of the cone resistance will be 19 3 Qeszicorr Qejz X In both cases the corrected cone resistances are limited to a maximum o
167. Manual of D FOUNDATIONS 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 SelectDeltares 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 in which program errors can be registered Refer to section 1 8 for a detailed description of this window About D Foundations Use the About option from the Help menu to display the About D Foundations window which provides software information for example the version of the software Project menu Before analysis can be performed the project data needs to be input Which data should be entered depends on the selected calculation model see section 3 4 1 How the data are represented graphically depends on the options selected in the Project Properties window see section 3 4 2 26 of 280 Deltares 3 4 1 3 4 2 General Model Choose Model from the Project menu to display the Model window Project menu the calcu lation model used to generate the project results can be selected Model a Bearing Piles EC7 B C Tension Piles EC7 NL C Shallow Foundations EC NL Cancel Help Figure 3 9 Model window Select the required model from Bearing Piles EC7 NL Bearing Piles EC B Tension Piles
168. NS To use a background picture To calculate the bearing capacity with depth of a single pile according to the Belgian method De Beer model For this tutorial the following D FOUNDATIONS modules are needed D FOUNDATIONS Standard module Bearing piles EC7 NL Bearing Piles module EC7 B This tutorial is presented in the file Tutorial 7 foi 16 1 Introduction to the case A 4x4 pile group foundation situated near Stabroek Flanders Belgium with its center at location X 145730 m Y 229270 m Lambert 72 needs to be designed according to the Belgian method De Beer model The piles used are screw piles shaft with plastic concrete with a diameter of 0 282 m and a head level situated at 5 m NAP The phreatic level for this location is at 2 65 m NAP The results of three CPTs taken from the Flemish database DOV Databank Ondergrond Vlaanderen are used to define the soil profile as shown in Figure 16 1 CPT E is a standard electrical CPT which measures the cone resistance q and the local frictional resistance fs CPT M2 is a mechanical CPT with an adhesive mantle cone which measures the cone resistance q and the local frictional resistance fs CPT M4 is a standard mechanical cone without mantle which measures only the cone resistance qc Their characteristics are given in Table 16 1 The required load capacity for the pile group is 150 kN See chapter 21 for more information about the different typ
169. OUNDATIONS User Manual 1 2 1 Overview of options The following is an overview of the options available in D FOUNDATIONS Design and verification of bearing piles according to the Dutch Eurocode 7 EC7 NL implemented in NEN 9997 1 C1 2012 NEN 2012 Design and verification of bearing piles according to the Belgian Eurocode 7 EC7 B WTCB 2010 Design of tension piles according to the Dutch Eurocode 7 EC7 NL implemented in NEN 9997 1 C1 2012 NEN 2012 Design and verification of shallow foundations according to the Dutch Eurocode 7 EC7 NL implemented in NEN 9997 1 C1 2012 NEN 2012 All the above options include several expert options to perform calculations beyond the guide lines For example it is possible to define pile types not covered in these standards and guidelines and to overrule several factors normally determined according to these standards and guidelines 1 2 2 Feasibility module The Feasibility module enables users to check the feasibility of the pile design A prediction on the drivability of the chosen piles as well as review the experiences in similar designs can be performed using the experiences from the GeoBrain database GeoBrain GeoBrain was created in 2002 by GeoDelft and its project partners GeoBrain originated as a result of the high failure risks facing the foundations branch Currently the experiences are mainly from Dutch locations therefore their relevancy to other locations
170. OUNDATIONS module is needed D FOUNDATIONS Standard module Bearing piles EC7 NL This tutorial is presented in the files Tutorial 4a foi to Tutorial 4f foi Introduction to the case front view pipe cone resistant in MPa mi 0 5 10 15 20 25 30 35 F reference level 12 5 m il n E depth in m NAP I F 20 TU O A O O CPTO2 top view Figure 13 1 A pipeline duct Tutorial 4 This tutorial considers the design and verification of a pipeline duct supported on a bearing piles foundation Due to fluids flowing through the pipe the weight of the construction and wind loads there will be horizontal forces vertical forces and moments acting on the piles In this tutorial it is assumed that the vertical loads on the piles are representative for the construction and that the effects of horizontal forces and moments on the foundation are negligible Two supports will be considered for the pipeline duct each consisting of four piles underneath a concrete slab The required design loads per pile are set by the constructor of the duct at 750 KN for limit state STR GEO and 500 KN for serviceability limit state more information on the limit states can be found in section 17 2 In order to collect enough information about the soil profile of the subsoil two cone penetra tion tests have been done one for each support The depth of the CPT is to approximately re
171. Pentium processor or equivalent 512 MB of RAM 400 MB free hard disk space SVGA video card 1024 x 768 pixels High colors 16 bits CD ROM drive Microsoft Internet Explorer version 6 0 or newer download from www microsoft com ooaoda ooaqaa For use of the Feasibility module an Internet connection is needed To display the D FOUNDATIONS Help texts properly the Symbol TrueType font must be installed on the system History With the introduction of the new Dutch standards in 1991 standards for foundation design were described for the first time NEN 6740 1991 NEN 1991a NEN 6743 1991 NEN 1991b and NEN 6744 1991 NEN 1991c This triggered the wish to automate the calcula tion models within these standards in a computer program Deltares at that time known as GeoDelft in cooperation with Fugro Mos and Gemeentewerken Rotterdam took up this chal lenge to create the DOS program NENGEO module NENPAAL This program in its first ver sion offered the possibility to verify bearing piles according to NEN 6740 1991 NEN 1991a and NEN 6743 1991 NEN 1991b and was completed in 1992 In version 2 0 design options for the module NENPAAL where added making it a design as well as a verification tool In version 2 1 Deltares at that time known as GeoDelft added the module NENSTAAL This module offered the possibility to verify shallow foundations according to NEN 6740 1991 NEN 1991a and NEN 6744 1991 NEN 1991c Version 3 0 all
172. Prediction window Result menu for Sondering02 180 11 12 Selecta profile window 2 o o 181 11 13 GeoBrain Experiences window First page o 181 11 14 GeoBrain Experiences window Searchonpiletype 182 11 15 GeoBrain Experiences window Search on pile type after refinement on the Result quality co lt lt Boo 183 11 16 GeoBrain Experiences window Detailed information on a project 183 12 1 Boring front and top views of the pile plan Tutorial 3 185 12 2 Calculation window 49 a gt 186 12 3 Report window Results of the Verification of Limit States STR GEO and serviceability limit state ee 187 12 4 Calculation window Selecting Rigid for the Rigidity of superstructure 188 13 1 A pipeline duct Tutorial 4 0 o e 189 13 2 CPT 01 at the site where the pipeline duct is to be constructed Tutorial 4 190 13 3 Calculation window Selection of CPT 1 for calculation Tutorial 4a 191 13 4 Design Results window Tutorial4a o 192 13 5 Design Results window Tutorial 4b o o 192 13 6 Top View Foundation window Pile plan of the two supports 193 13 7 Calculation window Selection of CPTs and pile type for Verification Design calculation Tutorial ACID Ao 194 13 8 Design Results window Text tab Tutorial 4c
173. Preliminary Design of Bearing Piles for a Storehouse 10 1 Introduction me own 10 2 Setting up a new project 4h SP 10 3 Construction sequence Wh Se ws 10 4 Creating soil profiles 2 2 0 10 5 Defining the foundation WR Y 10 6 Entering the context ee 10 7 Making a preliminary design oaa 10 8 Resulis Mao Ao 10 9 Conclusion 4GP MP WA 11 Tutorial 2 Feasibility of Bearing Piles for a Storehouse 11 1 Introduction to the case MB 11 2 Preparing a new project 11 3 Defining the correct pile tip level s 11 4 Defining the pile plan A lt lt lt 11 5 Checking the drivability using GeoBrain prediction 11 6 Checking the drivability using GeoBrain experiences 11 7 Conclusion BY o ee 12 Tutorial 3 Verification of Bearing Piles for a Storehouse 12 1 Introduction to the case e 122 Preparing a new project sos c u soc mr ouaa aoua 12 3 Starting the calculation ooa a 12 4 Evaluating the results o oaoa aa e TES COUSIN oai Pe ae ew Pe ad ed oe ed 13 Tutorial 4 Pipeline Duct on Bearing Piles 13 1 Introduction to the Case e 13 2 Proj ctinp t cc arc n a a 13 3 Preliminary DESIGN oso soa soaua ee e
174. QU The following is executed these parameters are used calculated for limit state EQU Deltares 137 of 280 D FOUNDATIONS User Manual Bearing capacity undrained behavior BEREKENINGEN BIJ GRENSTOESTAND EQU cs cr cs sss2222 FUNDERINGSELEMENT 1 MET GRONDPROFIEL 1 EN BELASTINGSGEVAL 1 AOS ONGEDRAINEERD GEDRAG EQU Berekeningsgeval Geval B Bepaling initieel effectief oppervlak A Va 20 000 Vg v d 0 000 1 000 1 11 000 zu 0 600 1 320 0 700 op basis van phi 0 37 037 1 000 se 1 018 203 710 1 00000 lambda g 1 00000 0 700 op basis van phi 0 18 519 sqRd 3596 099 ongedraineerd dus verticale draagkracht voldoet Calculation case Berekeningsgeval The type of calculation to be executed for the determination of the soil parameters between cases A B or C see art 6 5 2 2 f of NEN 9997 1 C1 2012 Determining initial effective surface 4 on specified foundation level Va Calculation value of the vertical load Vesta Calculation value of the extra load of soil when the foundation level is displaced due to punching Y Effective width of the foundation element E Effective length of the foundation element Lu Foundation level valid at this moment in the calculation Qe Influence width te Influence depth Redefinition of A when punching occurs Va Calculation value of the vertical load V v 4 Calculation value of the extra load of soil when the foundation level is displaced d
175. Text tab From the table that is shown it can be seen that limits state GEO and serviceability limit state SLS are passed for levels of 12 5 m and deeper for the representative CPT of both CPTs Filter results Order results by Lower limit for Re d KN o GEO Apply filter Depth Upper limit for Read kN 0 GEO SLS 1 2 Ge0 C CPT Results of the option Verification Design ja Results for pile type Rect 500x500 Results Validation Level Max Bearing Cap sdGEO sdSLS Limt Lmt limt limR L kN mm mm STR GEO SLS 000 1021 FAILED FAILED FAILED 10 10 1019 FAILED FAILED FAILED 10 20 1017 FAILED FAILED FAILED 10 30 1009 FAILED FAILED FAILED 10 40 996 FAILED FAILED FAILED 10 50 971 FAILED FAILED FAILED 10 60 956 FAILED FAILED FAILED 10 70 967 FAILED FAILED FAILED 10 80 975 49529 FAILED FAILED FAILED 10 90 979 49520 FAILED FAILED FAILED 11 00 997 49516 FAILED FAILED FAILED 1110 1033 49535 49514 FAILED FAILED FAILED 1120 1074 49530 49514 FAILED FAILED FAILED 1130 1376 49528 49513 FAILED FAILED FAILED 11 40 2097 49532 49514 FAILED FAILED FAILED 1150 2863 49530 49513 FAILED FAILED FAILED 1160 3365 49528 49513 FAILED FAILED FAILED 1170 3672 49527 49513 FAILED FAILED FAILED 11 80 3882 49525 49513 FAILED FAILED FAILED 11 90 4147 49524 49512 FAILED FAILED FAILED 1200 4759 49523 49512 FAILED FAILED FAILED 12 10 55
176. The only interface language supported is English This drop down box is language provided for compliance with other Deltares Systems programs The num ber of interface languages may be extended in the future Output Two output languages are supported English and Dutch The output lan language guage is used in all results text or graphs that are printed on paper Note that the output settings do not apply to the intermediate results file which is available in Dutch only The number of output languages may be extended in the future Program Options Modules D Program Options View General Locations Language Modules CPT Interpretation License FlexLm IV Bearing Piles module EC7 B IV Shallow Foundations module EC7 NL IV Tension Piles module EC7 NL IV Feasibility module IV Show at start of program Cancel Help Figure 3 5 Program Options window Modules tab This tab provides an overview of the modules for D FOUNDATIONS The functionality of this tab 22 of 280 Deltares General depends on the type of license Dongle Single User versions License Files Flex LM Network versions Display only Unavailable modules modules for which the user does not have a license are shown grayed with the checkbox unchecked available modules are shown as regular text This tab can be used to select the available module s required for the current session Unavailable modules modules for w
177. This modu lus would normally be calculated according to NEN 9997 1 C1 2012 art 7 6 4 2 k i e mean modulus of elasticity of the soil beneath the level of 4D under the pile point Refer to section 17 5 for more information Intermediate results can be written to a file by selecting this checkbox It must be born in mind that such a file can become very large NOTE This file is only available in Dutch In NEN 9997 1 C1 2012 the calculation of the negative skin friction de pends on whether the piles are to be considered as one or more pile group s When piles are within 5 m of each other the piles form a pile group Piles with no other piles within this 5 m radius are considered to be single piles If a pile group exists calculations for negative skin friction usually take the pile group into account If this is not desired disable this checkbox The reason for this option is that depending on the pile plan negative skin friction calculations can take the pile group model for negative skin friction NEN 9997 1 C1 2012 art 7 3 2 2 e into account This does not always yield favorable results especially when the single pile model NEN 9997 1 C1 2012 art 7 3 2 2 d is applied and a 7 value of 1 0 single pile instead of 1 2 pile group can be used for limit state GEO NEN 9997 1 C1 2012 art 7 3 2 2 b If this checkbox is enabled the excavation will not be taken into account When using continuous flight auger piles a
178. Travaux Publics de Belgique 4 5 6 191 268 321 353 351 405 DINO URL http www dinoloket nl database Data en Informatie van de Nederlandse Ondergrond Data and Information of the Subsurface of The Netherlands DOV DOV Database Databank Onderground Vlaanderen URL http dov vlaanderen be GeoBrain URL http www geobrain nl funderingstechniek database Lunne T and H Christoffersen 1983 Interpretation of cone penetrometer data for offshore sands Proceedings Offshore Technology Conference OTC 4464 NEN 1991a NEN 6740 1991 Geotechniek TGB 1990 Basiseisen en belastingen Geotechnics TGB 1990 Basic requirements and loads in Dutch NEN 1991b NEN 6743 1991 Geotechniek Berekeningsmethode voor funderingen op palen Drukpalen Geotechnics Calculation method for bearing capacity of pile foundation Compression piles in Dutch NEN 1991c NEN 6744 1991 Geotechniek Berekeningsmethode voor funderingen op staal Geotechnics Calculation method for shallow foundations in Dutch Nederlands Normal isatie Instituut Dutch Normalisation Institute NEN 2006 NEN 6743 1 2006 Geotechniek Berekeningsmethode voor funderingen op palen Drukpalen Geotechnics Calculation method for bearing capacity of pile foundation Compression piles in Dutch NEN 2007 NEN 6744 2007 Geotechniek Berekeningsmethode voor funderingen op staal Geotechnics Calculation method for shallow foundations
179. Verification of Serviceability limit state Required by NEN EN 9997 1 2012 paragraaf 2 4 9 NEN EN 9997 1 Sd lt Sreq For houses the requirement is Sreq 0 05 m For other types of superstructures a different well considered requirement can be specified Seq 0 150 Sd s1 d s2 d 3 3 1 Verification of the Serviceability Limit State Found s1 s1 gd s2 Result of Result of elem 20 5 verification verification name m m m 20 5 1 0 011 0 080 0 036 PASSED PASSED Note the verification at 20 is demanded by the NEN at 5 is recommended by Deltares The maximum increase in soil tension found while calculating the settlement is 78 of the effective foundation pressure With only 1 element rotation as defined in the NEN is not an issue Figure 15 9 Report window Results of the verification of serviceability limit state For limit state GEO Figure 15 10 the criteria of a maximum settlement of 0 15 m is not met when both 5 suggested by Deltares and 20 as required by NEN 9997 1 C1 2012 values are used 216 of 280 Deltares 15 4 Tutorial 6 Farm with a Pond Shallow Foundations 3 2 Verification of Limit State GEO Required by NEN EN 9997 1 2012 paragraaf 2 4 9 NEN EN 9997 1 Sd lt Sreq Sreq 0 150 m Sd s1 d s2 d 3 2 1 Verification of Settlement at Limit State GEO s1 gd Result of Result of 5 verification verification m 20 5 0 182 PASSED FAILED
180. a and Infor mation of the Subsurface of The Netherlands through the Import CPT for D Foundations window Create a new profile by manual input of the Top level and Material of each layer 38 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations Adding Profiles Import CPTs from file To import one or more CPTs right click the Profiles node and select the Import item Alterna tively if at least one profile is already present then click on the Profiles node and then select Import as the Action to be performed Note If there are no profiles yet imported then clicking on the Profiles node will automatically causes the Import CPTs from file window to open The Import CPTs from file dialog that opens allows a file that containing one or more CPTs to be selected 8 Import CPTs from file E QUO Lo Projects Examples X Search Examples P Organize v New folder By mm e if Downloads ip GEO 69485 S25b htm Recent Places E GEO 89128 SLhtm E GEO 92109 54 htm G3 Libraries Tutorial 1 CPT 01 gef Documents _ Tutorial 1 CPT 02 gef a Music _ Tutorial 4 CPT 01 gef JN Pictures _ Tutorial 4 CPT 02 gef E Videos Tutorial 5 CPT 01 son E Computer amp Local Disk C G Shared Folders 1 File name Tutorial 1 CPT 01 gef X CPT GEF DOV htm or html y Figure 4 7 Import CPTs from file window Each CPT that is imported causes a new profile to be added to the lis
181. ah Ni PA ii gii iy L H 1 I Pile type Precast concrete Zi i a Q Pile type Pile factor for D 9000 Gs tert 1 0000 Gg other Ob tert EJ 1 0000 Ab other 1 0000 Figure 5 8 Foundation Pile Types window for Bearing Piles EC7 B model The required pile shape can be selected by clicking on the pertinent diagrammatic represen tation of the geometry in the panel on the left of the window Figure 5 8 In the Dimensions sub window at the top the pile dimensions can be entered The geometric parameters that are required depend on shape chosen H Rectangular pile Enter the base width and base length of the pile Tel AR Rectangular pile Enter the width length and height of the base as well as with enlarged base the width and length of the shaft H shaped profile Enter the height and width of the H shape as well as the thickness of the web and the flange 80 of 280 Deltares Bearing Piles EC7 B Input amp Calculations MHO EO CHO E Round pile Round hollow pile with closed base Round hollow pile with opened base Round pile with enlarged base Round pile with lost tip Round pile with in situ formed expanded base Round hollow pile with closed base and bottom plate Only the diameter is required Enter the external diameter and the wall thickness of the pile E
182. aid on rock or in cemented soil are not governed by NEN 9997 1 C1 2012 and therefore should not be ana lyzed using this model Limit states The Dutch standards base the validation of constructions on three limit states These are Limit state STR is the ultimate limit state for checking forces i e is the foundation strong enough to support the building Limit state GEO is the ultimate limit state for checking distortions settlements and rota tions of the ground i e is the foundation solid enough to keep the building from being torn ruptured or dislocated Serviceability limit state is a serviceability limit state only checking distortions at service load Calculation process This section includes an outline of how the verifications of the different limit sates prescribed by the standards are processed into procedural step by step schematics suitable for use in a computer model section 20 3 1 Verifying limit state STR section 20 3 2 Verifying limit state GEO and serviceability limit state Verifying limit state STR Verification of limit state STR has been implemented in shallow foundations model in the following way Every calculation starts by determining the effective foundation surface area Aep on the basis of the inputted loads and the foundation level If it is necessary to redefine A y for example in the case of Punch calculations the original Aep is used as a starting point see Figure 20
183. ailable in the material library Define or change the Soil name and the rule that describes the soil type in the table con tained in the Upper classification limit sub window Rules should be defined starting in the top left of the diagram and working towards the bottom right Rules should not intersect within the limits of the diagram Click Update Chart to redraw the lines on the chart according to the changes made 24 of 280 Deltares 3 3 3 3 1 General CPT Interpretation Model a Classification settings Selected interpretation model User defined X Rua Soil name Sand sl sil moderate y Upper classification limit Rule 2 Rule 3 FrictionRatio fr CPT resistance qc Buk 5 pa EE le 6 gt 0 000 2 908 ae 1 200 7 700 Ed 2300 27 510 Add Insert a Delete Rename Update Chart 100 0 gt gt eee we Poa gat 100 Sand si te E ae ae eee E Sand vsa ES pe 3 Loam vepelff stiff a 10 y sl sa rate Clay f weak 2 ee A Peat mod pl modera E of T T T T 2 o 0 0 20 40 6 0 8 0 10 0 FrictionRatio fr 9 Interpretation settings Selected default model NEN Rule v Default minimum layer thickness m 0 10 Print Chart DK Cancel Help Figure 3 7 CPT Interpretation Model window In the Interpretation settings sub window the Selected default model and the Default minimum layer thickness options can be used to select the default interpretation model and mi
184. al Information Preface Test The application of Eurocode 7 for foundation design and practice in the Netherlands has been implemented in the newest Dutch standard NEN NEN 9997 1 2012 In reacting to this D FOUNDATIONS enables the user to calculate piles bearing and tension and shallow foundation in accordance with the Netherlands Eurocode 7 EC7 NL There are several doc uments that have been included on composing the Netherlands Eurocode 7 in Dutch standard NEN 9997 1 they are NEN EN 1997 1 Eurocode 7 1 NEN EN 1997 1 NB Nationale bi jlage bij Eurocode 7 1 and NEN 9097 1 Aanvullende bepalingen voor het geotechnische ontwerp D FOUNDATIONS graphical interactive interface requires just a short training period allowing users to focus their skills directly on the input of sound geotechnical data and on the subse quent design D FOUNDATIONS comprehensive range of calculation options means it can be used to produce preliminary advice to optimize designs and to verify full scale designs The ability to overrule and redefine various design code parameters allows D FOUNDATIONS to be used by engineers to perform standard types of design and verification operations i e calculations based entirely on standards and guidelines as well as specialized calculations using user defined foundation types and factors Features D FOUNDATIONS is a powerful tool incorporating the following features Comprehensive coverage D FOUNDATIONS
185. alcu lated correctly In the Background section of the manual more informa tion on this topic Rigid Non rigid can be found Enter the settlement demand against which the verification takes place As default values the values given in NEN 9997 1 C1 2012 are pro vided It is possible to edit these values for either of the two limit states In case of limit state EQU GEO the default is an advised value whereas for serviceability limit state the default should be considered a minimum value If the values do not match the defaults this will be explicitly men tioned in the report Enter the relative rotation demand between neighboring elements against which the verification takes place As default values the values given in NEN 9997 1 C1 2012 are provided It is possible to edit these values for either of the two limit states In case of limit state EQU GEO the default is an advised value whereas for serviceability limit state the default should be considered a minimum value If the values do not match the defaults this will be explicitly mentioned in the report Here the user can enter its own value for 7 the partial factor on the soil unit weight for limit states STR GEO The default overruling value is 1 Here the user can enter its own value for ye the partial factor on effec tive cohesion c and undrained shear strength s The default overruling value is 1 Here the user can enter its own value for Y the partial factor on fric
186. alculations PB Excavation oc f fe Parameters Excavation level m 6 50 peoc on alcana Less cel Distance edge pile to po 0 00 Manual excavation boundary C Safe NEN The excavation boundaries are to C Begemann the left and right of the pileplan Top Level qc Reduction a3 mR L 4 gt 0500 28 00 Indication for qo reduction Profile FUGBEN3 2 000 28 00 due to manual percentages 10 000 28 00 14 000 28 00 500 16 010 24 00 20 000 19 00 23 990 17 00 balsa sites 5 1015205202540 O 100200 200400 500 800700 AA PTE A enna Depth m PL Phreatic Level 1 00 m EL Excavation Level 8 50 m ge MPa Initial Effective Stress Reduced qc MPa Effective Stress X 23 329 Y 11 741 Edt Figure 4 25 Excavation window Manual reduction of cone resistance The reduction percentages per layer per CPT can be specified by the user by selecting Man ual selecting the relevant CPT and then entering the reduction percentages qc Reduction for the Top Level of each soil layer For the selected CPT the reduction will take place via 100 red de red Qe X 100 4 1 Safe NEN reduction of cone resistance If Safe NEN is selected under Reduction of cone resistance all CPTs are reduced in a very safe manner in accordance with NEN 9997 1 C1 2012 art 7 6 2 3 k This implies complete relaxation of the soil beneath the excavation as well as an i
187. alog will automatically appear each time a calculation is started Note The nature of the calculation which has to be performed greatly influences the time needed to perform the calculation The number of piles and the number of selected CPTs and pile types have an influence on the required calculation time if a large number of piles is placed in a irregular geometry the calculation time may increase considerably Preliminary design Indication bearing capacity This option is used to obtain an indication of the bearing capacity in relation to a range of pile tip level s Instead of the specified pile tip levels given per CPT a pile tip trajectory is used This tra jectory is determined by means of a top and bottom limit in m above or below the reference level usually NAP The interval of the trajectory determines the number of calculations to be performed with a maximum of 151 When defining a trajectory the specified skin friction zone and pile tip levels do not need to be taken into account Both the top and bottom limits of the trajectory must meet a number of Deltares 109 of 280 6 6 2 2 6 6 2 3 D FOUNDATIONS User Manual requirements The top limit value Begin must at least as low as the lowest pile head level and the lowest Top of tension zone as specified in the Additional Data tab of the Soil Profiles window in section 6 3 2 3 The Top of tension zone itself must be at least 1 m deeper than the lowest ground
188. also applies to the drawing agreements In the flat plane the users are completely free to choose their own axis system for the pile and CPT plans With regard to the depth all levels to be entered must be recorded in relation to the reference level This reference level can be chosen freely as long as it is used consistently throughout a project In the Netherlands the most common reference level would be the Amsterdam ordnance zero i e NAP Here levels above the reference level are considered as positive and levels below the reference level as negative Settlements however are considered as positive if they are pointing downward see Figure 19 3 A pile settlement expected soil settlement Figure 19 3 Sign conventions for settlements The units of the input and output parameters in this model are displayed in Table 19 1 Al though it has been attempted to keep the units for the parameters equal to the units as they occur in the standards this has been deviated from in some cases In those cases in so far as the requisite accuracy allows this a larger unit was chosen to somewhat limit the length of the figures to be entered and displayed These deviant units are indicated in the table with a followed by the unit as mentioned in the standard In case of alternating loading of tension piles the factor Ym var gc iS taken into account by enlarging the safety factor for tension piles ys The factor Ym var gc iS dete
189. an be copied 16 of 280 Deltares Getting Started qe value MPa qe value MPa ii i iii an aio w a 2 err rae co co ja j j j ASAS d Figure 2 9 Selection of different parts of a table using the arrow cursor To select a row click on the cell before the row number see b in Figure 2 9 To select a column click on the top cell of the column see c in Figure 2 9 To select the complete table click on the top left cell see d in Figure 2 9 In some tables the buttons Cut Copy and Paste xl a a are also present at the left hand Deltares 17 of 280 D FOUNDATIONS User Manual 18 of 280 Deltares 3 General 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 chapter 10 to chapter 16 provide a convenient starting point for familiarization with the program 3 1 File menu Besides the familiar Windows options for opening and saving files the File menu contains a number of options specific to D FOUNDATIONS o New Wizard Use this option to create a new project quickly D FOUNDATIONS takes the user through the required input windows first the Model window section 3 4 1 to select the model and then the I
190. an window and add a third row by clicking the Add row button Then select the lt Pond Slope near gt in the last column of the table 24 Click the Calculation node to open the Calculation window and click Start Note that the bearing capacity F has decreased from 476 63 kN to 245 15 kN This re duction of the bearing capacity is in accordance with NEN 9997 1 C1 2012 art 6 5 2 2 p due to the presence of the slope However the bearing capacity is still sufficient for the new situation the verification has still been PASSED 218 of 280 Deltares 15 5 Tutorial 6 Farm with a Pond Shallow Foundations 3 1 2 Vertical Bearing Capacity Drained Situation Found Calc Vd Rd Vd Rd Result of elem case Punch Punch verification name kN kN kN kN 1 Case B 144 00 476 63 0 00 0 00 PASSED 2 Case B 144 00 476 63 0 00 0 00 PASSED 3 Case B 144 00 245 15 0 00 0 00 PASSED Note both the situation with and without punch through are checked Figure 15 14 Report window Results for Limit State EQU without pond and with two different ponds In paragraph 3 1 4 of this report it can be seen that construction of the pond may lead to problems with the tip over stability This was already the case for the situation without the pond But now further calculations on tip over stability need to be done in accordance to chapter 9 NEN 9997 1 C1 2012 to determine whether the situation with the
191. anslated to a reduction of the cone resistance of the CPT P Excavation e Renee Reduction of cone resistance Excavation level m 6 00 Distance edge pile to C Manual excavation boundary m 1000 00 C Safe NEN The excavation boundaries are to Begemann the left and right of the pileplan CPT 01 Indication for go reduction Profile CPT 01 due to Begemann reduction method PAM aio cad 0 5 00 10 00 E 15 00 20 00 25 00 cs Mea ee aa Depth m PL Phreatic Level 2 00 m EL Excavation Level 8 00 m ac MPa Initial Effective Stress Reduced qc MPa Effective Stress X 103 352 Y 11 944 Edit Figure 14 11 Excavation window with Begemann option selected 14 3 Calculation and results 30 Switch to the Calculation window and overrule the parameter for 3 with a value of lt 1 25 gt and 4 with a value of lt 1 00 gt Normally the program would calculate with 3 of lt 1 39 gt and 4 lt 1 39 gt the proper value for a non rigid structure calculated based on one CPT However the boring was used to determine the profile and it can be argued that this is a more accurate profile than any profile based on the one CPT only The superstructure is non rigid the other default parameters and options are correct too 31 Select Indication bearing capacity for the Calculation and define a Trajectory to Begin at lt 7 m gt and End at lt 24 m gt with an Interval of lt
192. ant damage caused by heavy driving i Y 5 pe dE i E E r Pile cracks due to tension waves Below you can see if there are measures to be taken to reduce the risk of pile cracks due to tension waves z E g ll E g H ssoraby Lage Jetting Suitable driving cap Pre arit Adjust drop height Use an expert orew The above risks can be reduced further by using the following values for the different parameters The spacing between piles of more than 5 times the pile diameter Figure 9 8 Prediction Report window Results prediction section 9 3 GeoBrain Drivability Experiences If the GeoBrain drivability experiences option was selected from the Feasibility menu the GeoBrain Experiences window opens after selecting a soil profile and a pile type section 9 1 The feasibility of the design using the GeoBrain experience database can be predicted Deltares 151 of 280 D FOUNDATIONS User Manual ME keka Y GeoBrain Foundation Technology The following data are available from the D Foundations project and can be used to search in the experience database of Geobrain CPT 01 Pile length 15 7 m Pile dimensions 0 25 0 25 m You can consult the database in three different ways 1 Search on pile Based on the length and dimensions of the pile you can search for similar experiences in the database Based on a CPT you can search the database for experiences with a similar soil pr
193. arameters Model options Norrrigid Y Factor Es 1 26 IV Write intermediate results Dutch pipa Y Factor E4 H 2 4 Use pile group B foo Overule excavation OR a a Transformation y 1 00 Suppress q reduction Limit state Serviceability dE EQU GEO Limit State a Tink 1 00 M Use Almere rules Maximum allowed settlement mm 150 150 M Area 1 00 mi Maximum allowed relative rotation 1 100 300 TE easgem 5 00E 04 Bearing Piles EC7 NL ESAS les A Selected Profiles Available Profiles USER Preliminary Design 10 00 lt lt _ Verification 2 E 15 00 lt 15 00 Calculation gt 010 C Design calculation gt gt Complete calculation CPT testlevel m 15 00 TT ile type name ect 500x y jo Figure 13 9 Calculation window Selection of CPTs and pile type Tutorial 4d 29 When the calculation has finished click the Intermediate node in the tree view As can be seen in Figure 13 10 the Intermediate Results are only available in Dutch at present The value of maximum negative skin friction can be found in the column abran for limit state GEO and in column Fs nk a for serviceability limit state for the two CPTs Sond Nr and the eight piles Paal Nr 1 to 8 Scroll through the results and search for the block of data shown in Figure 13 10 Deltares 195 of 280 D FOUNDATIONS User Manual grenstoestand GEO BEREKENING NEGATIEVE KLEEF Sond Paal Paal Fnk
194. ase a Save As dialog will automatically appear each time a calculation is started The results of the preliminary calculation are shown in different ways Firstly directly after each calculation the Design Results window is automatically opened In this window the characteristic value of the total pile resistance F q for each CPT as a function of the pile base level is shown These results are displayed in tables per pile type as well as in a graph In total the following characteristic values are presented Rb cal max pile base resistance in the Belgian Annex known as fp Rs cal max pile shaft resistance in the Belgian Annex known as R Recal max total pile resistance the sum of Ro cal max ANA Rs cal maz These results can be reviewed at any time using the Design sub node in the Results node Secondly the actual design values of the calculation can be reviewed using the Report sub node in the Results node In compliance with the Belgian Annex the design values are Deltares 87 of 280 D FOUNDATIONS User Manual determined for each examined foundation and not for CPTs individually The table Review of bearing capacity combined for all CPTs will show the design value of the bearing capacity Re a per level This table also shows the values for the correlation factors 3 4 and will tell which of them is actually used in the determination of the bearing capacity The characteristic values RR
195. at or in chart format by clicking the appropriate tab to adjust the display type The Chart tab of the Design Results window has the header of Figure 8 2 Text Chart Chart options CPT AlCPT s Pile type All pile types Zi X X Force Re net d Figure 8 2 Design Results window Header 132 of 280 Deltares 8 3 8 3 1 View Results In this header the following options can be selected CPT Use the drop down list to select to display the chart for either all CPTs or a single CPT Force Use the drop down list to select the appropriate force to be displayed Pile type Use the drop down list to either select a chart with the results for all pile types together or to display the results for a single pile type Pile group Use the drop down list to select the pile group for which the results should be displayed The piles belonging to one group have equal capacity and the group s content is displayed both in the text option and in the report The Text tab of the Design Results window has the header of Figure 8 3 Text gt Chart Filter results Order results by Lower limit for Re net d kN 0 I Apply filter Depth C CPT Upper limit for Rc net d kN 0 Figure 8 3 Design Results window Header In this header the following options can be selected Filter results If required the displayed results can be filtered Enter a Lower limit and or an Upper limit as filter criteria The c
196. at there is some vibration sensitive equipment present in the vicinity of the pipeline duct Therefore it is advisable to change the pile type to continuous flight auger piles with a diameter of 400 mm 33 Fillin this type of pile in the Pile Types window as shown in Figure 13 12 only the pile type shape and diameter need to be set D Foundation Pile Types Round 400 EsJLO Ja P Pile shape Dimensions N 4 N Pos Diameter Deq m 0 400 1 H ia ech HT Sha p S j Pile type F 7 A LEY T y f a Pile type Continuous flight auger pile Ed 4 File type for ES Gs sand gravel Continuous flight auger pile zi EJ 0 0060 0 5 clay loam peat Acc 19 to the standard jad E JNA ap Continuous flight auger pile z EJ 0 8000 y F 3 Fa load settlement curve Continuous flight auger pile Ili Vit i il N7 Additional pile info gt Material Concrete Z Young s modulus kN m2 2 000E 07 Slip layer None z Representative adhesion kN m2 0 00 r H Overrule pile factors ES aho i Pile tip cross section factor s 1 00 i Pile tip shape factor B J 1 00 Figure 13 12 Foundation Pile Types window Adding the continuous flight auger pile Tutorial 4f The pile plan has already been defined so the Verification Design calculation can be per formed almost right away Follow the
197. atching type E Angle Matching load Matching profile Nearby slope deg l H E x Y Name m Im Je Dorpel 0 00 0 00 Rect 0x0 bd 0 00 Load 1 CPT 01 None 3 Beam 6 00 4 00 Rect 0x0 Y 0 00 Load 1 CPT 01 None Figure 7 11 Foundation Foundation Plan window The following information can be entered in this window Name X Matching type Angle Matching load Matching profile Nearby slope Deltares Enter a name for the foundation element Enter the x coordinate of the position of the centre of the foundation ele ment This position is only relevant when Use interaction model has been selected in the Calculation window section 7 4 1 In that case the posi tion of the elements determines their mutual influence interaction on their settlement Enter the y coordinate of the position of the centre of the foundation ele ment This position is only relevant when Use interaction model has been selected in the Calculation window section 7 4 1 In that case the posi tion of the elements determines their mutual influence interaction on their settlement In this field select the type of element that should be placed at this posi tion The selection box is automatically filled with the types that have been defined in the Foundation Types window section 7 3 2 Define the angle in the horizontal plane at which the foundation element is placed in the foundation plan 0 degrees
198. ation is considered to be a uniform strip unloading The magnitude of the unloading is equal to the effective vertical stress at the excavation level before excavation The figure below shows the situation considered i p unit area EEE Z Figure 19 1 Determination of the change in effective stresses due to the excavation The formulas for the decrease of the stresses are P Ac Pa la sina cos a 20 19 4 AT a sin q cos a 28 19 5 T 2 Ao Taa 19 6 T For piles at a distance x from the edge of the excavation and 6 can be determined from UE T Q Q Q arctan arctan 19 7 zZ Z 6 Q arctan E 19 8 The vertical stress after excavation is Teno Told 7 A Cz 19 9 Due to tension forces see step 5 in section 19 5 5 negative stresses could occur in clay layers due to excess pore water pressures D FOUNDATIONS sets all negative effective vertical stresses to zero 254 of 280 Deltares Tension Piles model EC7 NL 19 5 3 Step 3 Determination of the design value of the cone resistance including safety factors Design values are determined by correction by y for soil weight and therefore for vertical stresses o above phreatic level y4 y y O below phreatic level y Ywet Yy Ywater where y4 must be greater than or equal to 0 correction by Yst Ym var qe and for cone resistance The cone resistance is corrected ac
199. atitudinal axis measured from the centre of the foundation surface for limit axis states STR GEO and for serviceability limit state Initial eccentricity Enter the eccentricity of the vertical load Fs along the longitudi along longitudinal nal axis measured from the centre of the foundation surface for limit axis states STR GEO and for serviceability limit state Design load Enter the design value of the vertical load for limit states STR GEO and for serviceability limit state Note that when using strip type ele ments section 7 3 1 this load is the load in kN m 122 of 280 Deltares Shallow Foundations EC7 NL Input amp Calculations Angle between load and Enter the angle in the horizontal plane which the horizontal load F s n a makes with the longitudinal axis of the foundation element longitudinal axis Initial eccentricity Enter the application height of the horizontal load Fs n a mea to foundation level sured from the centre of the foundation base surface for limit states Design load STR GEO and for serviceability limit state Enter the design value of the horizontal load for limit states STR GEO and for serviceability limit state Note that when using strip type ele ments section 7 3 1 this load is the load in kN m 7 3 3 Foundation plan Use the Foundation Pile Properties window to specify the foundation plan layout PJ Foundation Foundation Plan jea n m En a M
200. ative 3 window Chart tab 209 15 1 Fishing pond near farmhouse Tutorial 6 2 4 211 15 2 Soil Profiles window Layerstab 0 00000 eee eee 212 Deltares List of Figures 15 3 Soil Profiles window Additional Data tab for Shallow Foundations model 213 15 4 Foundation Types window a a a 213 15 5 Foundation Loads window oaoa a a a 214 15 6 Foundation Planwindow s sas sass terassa 214 15 7 Calculation window with default deformation demands conform to EC7 NL NEN 9997 1 C1 2012 e 215 15 8 Report window Results of the Verification of Limit State STR 216 15 9 Report window Results of the verification of serviceability limit state 216 15 10 Report window Results of the Verification of Limit State GEO 217 15 11 Soil Slopeswindow e 217 15 12 Foundation Plan window fm o 218 15 13 Report window Results for Limit State STR with and without the pond 218 15 14 Report window Results for Limit State EQU without pond and with two differ entponds Wm 219 16 1 Top view position of the pile andthe CPTs 222 16 2 DOV database Top view of the penetration tests performed near the future pile location Stabroek Belgium 0 o 223 16 3 Model window BB ccoo o o o o 224 16 4 CPT Interp
201. aximum allowed settlement mm 150 150 T Area m2 1 00 F Use additional Almere rule Maximum allowed relative rotation 100 300 I E eagemlkN m 1 5 00E 04 Bearing Piles EC7 NL Calculation Type Preliminary Design Selected Profiles Available Profiles MEE 01 Begin m 10 00 Verificati 02 Verification End m 25 00 Interval m 0 50 Indication bearing capacity y A Y lv lola Bearing capacity atfixed pile tip levels Pile tip levels and net bearing capacity Selected pile types Available pile types Rect 250x250 t bearing capacity kN f0 RectEnl 400x420 y A EMEAEMES Figure 10 12 Calculation window 37 Press the Start button to begin the calculation Note For preliminary design calculation always a single pile is considered whatever the plan of piles has been filled in previously in the Pile Properties window 168 of 280 Deltares Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse 10 8 Results D Design Results o e pa Text Chart Chart options CPT AIICPT s Pile type AI pile types y Ladle Force Renetid All CPT All types Rc net d kN 00 500 0 1000 0 1500 0 2000 0 PE f Legend for CPT s and pile types Level m R L Results of the
202. b menus Table 2 1 Keyboard shortcuts for D Foundations Keyboard shortcut Opened window Ctrl N New Ctrl W New Wizard Ctrl O Open Ctrl S Save F12 Save As Ctrl P Print Report Ctrl M Model F9 Start Calculation Exporting figures and reports All figures in D FOUNDATIONS 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 like MS Word Before exporting the report a selection of the relevant parts can be done with the option Report Selection section 8 4 2 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 is placed on the left hand side of a cell of the table the cursor changes in an arrow which points from bottom left to top right Select a specific area by using the mouse see a in Figure 2 9 Then using the copy button or ctrl C this area c
203. bed in the section on Verification Design calculation section 4 6 3 1 This increases the chance that the required standard will be met The results are presented in the report which can be accessed by clicking the Report node For more information about viewing results refer to chapter 8 Deltares 71 of 280 D FOUNDATIONS User Manual 72 of 280 Deltares 5 Bearing Piles EC7 B Input amp Calculations 5 1 Two types of data are required to perform a calculation using D FOUNDATIONS Firstly dat a needs to be input in order to determine the soil behavior This data includes CPTs with their corresponding soil profiles including the ground water level and so on This data is entered in the windows that appear when selecting the sub nodes below the Soil node in the tree view Secondly data is required to specify the construction of the foundation e g pile type pile dimensions and so on The relevant options can be found in the windows that appear when selecting the sub nodes below the Foundation node in the tree view Before calculating the project design a number of options can be specified that will apply to the calculation in the window that appears when the Calculation node is selected in the tree view Tree view File Project Calculation Results Tools Window Help O Ga eG e O EX Project Properties E a Description Dy Project Properties Description Title 1 Profiles T
204. button to insert a row in the table Ei Use this button to add a row to the table Use this button to delete a row from the table ii Use this button to generate a grid of piles with the same properties see below ES Use this button to change the properties Pile head level Surcharge Design val ues of load on pile of all the pile positions see below 102 of 280 Deltares Tension Piles EC7 NL Input amp Calculations Use this button to cut a selected part of the table D Use this button to copy a selected part of the table Use this button to paste a selected part in the table Click the fourth button in Pile Properties window to open a window where a grid of pile positions can be specified Pile Grid Tension Piles EC7 NL Start at X coordinate nm e Y coordinate m 0 00 Center to center distance direction m 2 00 Y direction m 2 00 Number of piles x direction H f Y direction H f Parameters Pile head level m 6 00 Use alternating representative loads Use pile grid to replace current pile positions Cancel Help Figure 6 13 Pile Grid window for Tension Piles EC7 NL model The pile properties can also be entered in the Pile Grid window This results in the same properties for all pile positions in the grid but if required these properties can later be edited individually In this window the following information can be e
205. cal cone CPT M1 M2andM4 21 2 CPT with electrical cone CPT EandCPT U 21 3 Measured values a 21 4 Conversion of mechanical qe values into equivalent electrical qe values Benchmarks Deltares Contents 23 Literature 277 Deltares ix D FOUNDATIONS User Manual x Deltares List of Figures List of Figures 1 1 1 2 1 3 2 1 ee 2 3 2 4 25 2 6 ae 28 29 3 1 32 3 3 3 4 30 3 6 ar 3 8 3 9 3 10 3 11 3 12 3 13 3 14 3 15 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 4 21 Deltares Deltares Systems website www deltaressystems com 7 Support window Problem Description tab a aoao aaa eee eee 8 Send Support E Mail window ooo aa o e 0 8 Modules window aoaaa a 11 D Foundations main window aoaaa a a 12 D Foundations menu BaF kc reca anaa a a ee aa 12 D Foundations icon bar ese cs o cesa a ee aes 13 D Foundations tree view when no project is opened 13 Tree view when a Bearing Piles EC7 NL project is opened 14 The tree view may be manipulated using pop up menus 14 Title panel and Status bar at the bottom of the main window 15 Selection of different parts of a table using the arrowcursor 17 Program Options window View tab a a 20 Program Options window
206. cally taken as zero For skin friction the following restrictions always apply no skin friction is calculated above pile head level no skin friction is calculated above ground and or excavation level no skin friction is calculated in the first m of soil directly below ground or excavation level NEN 9997 1 C1 201 2 262 of 280 Deltares 19 8 4 19 8 5 Tension Piles model EC7 NL no skin friction is calculated in layers in which Apply tension is set to False no skin friction is calculated in peat layers a 0 The weight of all soil layers with no friction is taken into account when determining effective stresses and total soil weight This also includes soil layers above the pile head level The skin friction zone can be entered at any level Non rigid rigid One restriction when creating schematics is that for each calculation only parts of structures that can be considered either as completely rigid or as completely non rigid may be in cluded a single schematic It follows that for structures that are partly non rigid and partly rigid for example a building with a rigid core the user must execute at least two calcula tions one for the non rigid part and one for the rigid part Moreover if the structure consists of several different parts that can be considered as rigid the user must execute a calculation for each part Figure 19 4 includes an example of division into sub calculations
207. cator Map s s i ee aoc a acm a de ee he a ee Es 29 344 View Input File o s soa aao Gaio a a a a o a a a a 30 35 Project Descnipton 2 gt e new Y ena a Pe eee BE Pe a 30 4 Bearing Piles EC7 NL Input amp Calculations 33 AA WOSViEW 2 4 4644484 24 hE bee Ee SR ae wee Re Be 33 4 2 Construction Sequence a 34 E A Re BPR Re ee Ae a 35 ac MAGMAS o ea ca wee ee aoe Be ee ea be eh ato 35 4 3 1 1 Materials Add from Standard 36 Deltares iii i a a D FOUNDATIONS User Manual 4 3 1 2 Materials Add manually 37 4 3 1 3 Materials Match Material 38 A FEE o a ee eo Bae Ge ek oH Ge vee 38 4321 Adding Profiles o sc vee bto macna ee YP ee ee 38 4 3 2 2 Options for existing profiles 45 4 3 2 3 Editing Layers ocu cis ke ek a ee 46 4 3 2 4 Additional Data 48 43 25 Viewing Profiles lt lt 50 4 3 2 6 Summary Pressures ee eee 51 de Foundation o s s soat ee e os a ee 52 Ad PileTypes ccoo ect ana weda we ia ewes 53 4 4 2 Pile Properties o a ees 56 4 4 3 Top View Foundation aooaa aa 00004 59 4 5 Excavation auoe aaa a a a Wa 60 4 6 Calculations naaa ean aaau a 9 Sm 62 4 6 1 Options for a Bearing Piles EC7 NL calculation 62 4 6 2 Preliminary Design for Bearing Piles EC7 NL
208. cluded in F tension a as well in the pull out force Preliminary design Pile tip levels and net bearing capacity This option is used to obtain an indication of the required pile tip level per CPT in order to realize the desired net bearing capacity Fs net a This desired net bearing capacity can be regarded as the required tension force for failure of the pile Using this option the program will determine for each CPT entered the highest pile tip level within the boundaries set for which the design value of the capacity of the pile is greater than or equal to the net bearing capacity value The required pile tip level per CPT is located in a user defined pile tip trajectory This trajectory is specified by means of a top Begin and bottom End limit in m above below reference level The Interval of the trajectory determines the number of calculations to be performed up to a maximum of 151 Information about the requirements that must be met when defining the trajectory can be found in section 6 6 2 1 The trajectory may consist of at most 151 intervals Together with the trajectory definition the required Net bearing capacity Fs net a must be entered This value is used as a stopping criterion for the calculation As soon as a level has been detected for a CPT where the cal culated tension force equals or exceeds the required net tension capacity the calculation for that CPT is stopped after which the calculated capacities are di
209. coordinate of the map left side Right Enter the X coordinate of the map right side Top Enter the Y coordinate of the map top side Bottom Enter the Y coordinate of the map bottom side When clicking OK in the Location Map window the Top View Foundation window automati Deltares 29 of 280 3 4 4 3 5 D FOUNDATIONS User Manual cally opens Figure 3 14 displaying the background map of the Netherlands in this case Dr tion Top View Foundati M 5 E A A A A A Pile type Round 282 2 Number of Piles 0 Number of CPT s 0 X 145517 669 Y 229388 014 Edit Figure 3 14 Top View Foundation window showing the Netherlands map as background picture 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 FOUNDATIONS main window Click Print Active Window in the File menu to print the displayed file Project Description Before starting a calculation with D FOUNDATIONS data that describe and identify the project can be entered These data do not affect the results of the calculation but may be very useful when displayed in output reports and plots The input window containing the relevant input fields may be opened by selecting the Project Properties Description node in the input tree E Project Properties Description o es Title 1 Tuto
210. cording to q _ Qc z a ci2id Ys t X Ymjvariqe XE where Ym var q IS determined by Frmaxrep Fsminrgfil G with Ymvang S 1 5 19 10 t max rep where qe z a is the corrected cone resistance taking into account the grain size the overcon solidation step 1 Equation 19 1 and the excavation step 2 section 19 5 2 E is the factor for the number of CPTs and the redistribution of the capacity amp 3 respectively 4 and is determined based on Tables A 10a and A 10b from NEN 9997 1 C1 2012 It is known from test results that the bearing capacity of tension piles decreases with alternat ing loads as compared to static loading In D FOUNDATIONS as is common in design practice this effect is accounted for by using Y m var qc to achieve a higher factor of safety for alternating loads According to Deltares this is not strictly speaking correct the effect of alternating loads should be expressed in lower values for the shaft friction factor 19 5 4 Step 4 Determination of factor f effect of installation A zone of soil compaction will develop around the piles due to installation The influence of soil compaction due to pile driving is determined on the basis of the following assumptions The pile displaces the soil grains the volume of the soil grains does not change at the position of the pile there is no soil The pile displaces the soil grains only in the horizontal direction this means
211. ction Water pressure Friction number a m MPa MPa MPa 4 Je 124 4 305 0 300 0 032 987000000 000 8 858 125 4 325 0 350 0 034 987000000 000 9 189 1126 4 345 0 420 0 036 987000000 000 9 505 1127 4 365 0 470 0 038 987000000 000 9 744 128 4 385 0 440 0 040 987000000 000 9 969 129 4 405 0 390 0 041 987000000 000 0 061 130 4 425 0 370 0 041 987000000 000 10 092 1131 4 445 0 380 0 041 987000000 000 0 347 a 1132 4 465 0 390 0 041 987000000 000 10 581 133 4 485 0 400 0 041 987000000 000 0 719 1134 4 505 0 410 0 041 987000000 000 0 789 135 4 525 0 390 0 041 987000000 000 10 933 136 4 545 0 370 0 040 987000000 000 0 847 137 4 565 0 350 0 038 987000000 000 10 519 1138 4 585 0 350 0 037 987000000 000 0 423 J139 4 605 0 340 0 036 987000000 000 0 249 140 4 625 0 340 0 035 987000000 000 10 036 14 4 645 0 340 0 035 987000000 000 0 036 142 4 665 0 360 0 035 987000000 000 10 000 1143 4 685 0 360 0 036 987000000 000 0 249 Cancel Help Figure 4 15 Edit CPT Values window Editing Layers To view a graphic representation of a CPT corresponding to its profile select the correspond ing sub node under the Soil Profiles node in the tree view The Layers tab of the Soil Pro files window opens The red line in the graph corresponds to the q value and the blue line corresponds to the friction On the right side of the plotted CPT a soil layer interpretation is drawn D FOUNDATIONS
212. culation option is concerned In the program s Design options the pile tip levels specified for each CPT are suppressed in favor of the pile tip trajectory In that case the relevant pile tip level is retained as a starting point for each calculation step or for each pile tip level for all CPTs It should also be noted that if the variations are significantly large the project should be split into sub projects and the variations should be kept within limits in each sub project Deltares 243 of 280 17 7 3 D FOUNDATIONS User Manual Skin friction zones The necessary specifications are recorded in NEN 9997 1 C1 2012 for both the positive skin friction zone to determine Rs calimax i d and the negative skin friction zone to determine Panta For the positive skin friction zone the bottom of that zone coincides with the pile tip level and for a prefabricated pile with a widened base the top of that zone may never be above the widening NEN 9997 1 C1 2012 art 7 6 2 3 c For the negative skin friction zone the top of this zone coincides with the ground level or excavation level Given the strong link between skin friction and the soil layer classification the skin friction zones are constructed of entire layers This means that both the top of the positive skin friction zone and the bottom of the negative skin friction zone should always coincide with a layer boundary in the corresponding soil profile In order to satisfy thes
213. d superstructure E Asi kN Rb id kN Tools 2 a Settings GEO SLS 180 mm Pile 1 CPT 02 decisive case pile type Prefabricated concrete pile Rectangular pile tip level 15 70 m dimensions a 0 250 m b 0 250 m Fcstotiid 419 0kN sb 5 5 mm Asid 240 4kN Rbiid 178 6kN Figure 8 1 Load Settlement Curve window Please note that for constructions with a non rigid superstructure the results represent the decisive case For constructions with a rigid superstructure it is in fact not possible to present a decisive case as the result is the average value of all cases As the average cannot be displayed the worst case is displayed in order to give the user some idea of the settlement The button bar of this window allows the view of the load settlement curve to be manipulated Deltares 131 of 280 D FOUNDATIONS User Manual in various ways RS Click this button to finish using any of the other modes described below y Click this cursor to activate the pan mode Click and drag the view to see a different part of it po Click this button to activate the zoom in cursor Then click on the part which is to become the centre of the desired enlarged view Repeat this step several times if necessary gt Click this button to undo the last zoom in step If necessary click several times to retrace each consecutive zoom in step that was made E Click this button
214. d the requisite input for this should remain limited The chosen solution was to define slopes fully independently and then merge them at a later stage with the foundation element and soil profile The slope is attached to the passive longitudinal side of the element and bisects the layers in the soil profile If necessary for example in the case of a punch calculation the angle 6 NEN 9997 1 C1 2012 article 6 5 2 2 q will be automatically adjusted see Figure 20 2 Deltares 267 of 280 D FOUNDATIONS User Manual B angle ground level horizontal without punch p angle ground level horizontal with punch Figure 20 2 Slope adjustment for punch 20 5 Units dimensions and drawing agreements It should be noted that the Shallow Foundations model is based on a semi 3 dimensional ap proach In the flat surface plane this is expressed in the foundation plan specified The third dimension the depth is recorded using the soil profiles The split between the flat plane on one hand and the depth on the other hand also applies to the drawing agreements In the flat plane the users are completely free to choose their own axis system for the foundation plan With regard to the depth all levels must be entered relative to the reference level This reference level can be chosen freely as long as it is used consistently throughout a project In the Netherlands the most common reference level would be the Amsterdam ordnance zero i e NAP In
215. dated con tinuously The Pore Pressure and OCR tab allows additional data to be input for each soil layer as described below the figure i Ad pore pr Ad pore pr OCR at top at bottom kN m2 kN m2 H o t o 5 oppopp0p0p00000000000000000 5505o Figure 6 7 Soil Profiles window for Tension Piles EC7 NL model Pore Pressure and OCR tab Add Pore Pr Enter the value of the pore pressure at the top of the layer which is addi top tional to the hydrostatic pore pressure caused by the distance below the phreatic surface Thus the total water pressure at a point is the sum of the hydrostatic pressure and the additional pore pressure at that point Addi tional pore pressures are assumed to vary linearly across each soil layer Add Pore Pr Enter the value of the pore pressure at the bottom of the layer which is bot additional to the hydrostatic pore pressure caused by the distance below the phreatic surface Thus the total water pressure at a point is the sum of the hydrostatic pressure and the additional pore pressure at that point Additional pore pressures are assumed to vary linearly across each soil layer OCR Enter the over consolidation ratio for each layer 96 of 280 Deltares Tension Piles EC7 NL Input amp Calculations 6 3 2 4 Additional Data DP soil Profiles CPT 01 cel Ea Layers Additional Data Summary Pressures Phreatic level Im 2
216. default button Windows style or to shift the focus to the next item in a window for users accustomed to the DOS version s of the program To use the Feasibility module the user has to enter an identification name under User ID and a Password Both will be provided by Deltares Sys tems only for users with a license including the use of the Feasibility mod ule Please contact the support team at support deltaressystems nl to get them Program Options Directories Working directory Deltares D Program Options View General Locations Language Modules CPT Interpretation Save last used current directory as working directory Working directory C Program Files D eltares D Foundations OK Cancel Help Figure 3 3 Program Options window Directories tab Either mark the checkbox to automatically make the last used directory the working directory or unmark the checkbox and specify a default path for the working directory which will be set automatically when D FOUNDATIONS is started 21 of 280 D FOUNDATIONS User Manual Program Options Language 2 Program Options 53 View General Locations Language Modules CPT Interpretation Interface language English X Dutput language English X Cancel Help Figure 3 4 Program Options window Language tab Select the language to be used in the D FOUNDATIONS windows and on printouts Interface
217. designer of the superstructure Deltares 271 of 280 D FOUNDATIONS User Manual 272 of 280 Deltares 21 21 1 21 2 21 3 Cone types used in Belgium In Belgium two types of CPT can be performed o The static discontinue penetration test with mechanic cone CPT M o The static continue penetration test with standard electrical cone CPT E or piezometric cone CPT U D FOUNDATIONS allows the importation of those two types of CPT using the HTML file provided by the Flemish DOV databaseDOV database dov vlaanderen be or using the GEF or CPT file Note In case of CPT results scanned in graphic format jpg jpeg bmp ico emf wmf the program GEFPlotTool from Deltares Systems can be used to digitize and store them in GEF format For more information about this program visit the website www deltaressystems com CPT with mechanical cone CPT M1 M2 and M4 For penetration test with mechanical cone CPT M the resistances are measured mechani cally with pressure meters Pressing the borer tube is performed as discontinuous process For mechanical boring 3 types of borer point are used in Belgium Borer point M1 mantle cone single cone provided with mantle Borer point M2 adhesive mantle cone cone provided with mantle and adhesive man tle Borer point M4 standard cone single cone without mantle CPT with electrical cone CPT E and CPT U For penetration test with electrical cone CPT E the
218. dless ofthe risks mentioned below An unsuitable pile can not be used Reasonably Not Risk None Small large Large feasible Not achieving depth Significant damage caused by heavy driving Pile cracks due to tension waves Measures Below you can see if there are measures to be taken to reduce the risk of pile cracks due to tension waves Reasonably Not Risk None Small large Large feasible Jetting Suitable driving cap Pre drill Adjust drop height Use an expert crew Go to Report to download the input and results as a pdf file Figure 11 11 GeoBrain Prediction window Result menu for Sondering 02 Then it can be concluded that the chosen pile type is suitable for this project 11 6 Checking the drivability using GeoBrain experiences To predict the feasibility of the design the GeoBrain experience database can also be used 24 Select the option GeoBrain drivability experiences from the Feasibility menu This displays the Select a profile window Figure 11 12 180 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse Profiles 02 Pile type Geobrain supports only a limited number of piletypes Only the piletypes supported by geobrain will appear in the list below Geobrain can only predict one piletype at a time so please select the piletype of your choice Figure 11 12 Select a profile window 25 Select lt 01 gt at Profiles by clicking on it Note that Rect 25
219. e installation at a maximum distance of 1 m from the pile that this is not necessary Because it is not possible to program foresight which is needed to process this pre condition automatically it has been decided to allow the user to determine whether the above mentioned reduction should be applied or not prior to calculating continuous flight auger piles If the reduction does not have to be made a message to this effect is included in the output file because this assumption should be checked afterwards on the basis of CPTs performed after pile installation The requisite number of CPTs performed after pile installation should be determined in consultation with the relevant controlling body NEN 9997 1 C1 2012 art 7 6 2 3 k Requirements related to the CPT If there is any reduction of the q values in the case of an excavation the method used to determine the effective vertical tension 7 is not described in detail Two methods have therefore been built into the program to reduce the q values in case of an excavation The Excavation window allows selection between these two methods and a manual method NEN 9997 1 C1 2012 art 7 6 4 2 j Determining Sela This article contains two points of interpretation Firstly the description of the parameter Ashaft d leaves no space for piles with a variable shaft diameter tapered piles piles with reinforced base To cater for this Ashaft d has been interpreted as the average diameter in D
220. e pile Enter the pile and base diameters and the height of the base Enter the pile and base diameters The height of the base is automatically set to zero Enter the pile and base diameters and the height of the base Enter the height and width of the H shape as well as the thickness of the web and of the flange Note These dimensions are indicated on the diagrams on the Pile shape sub window When the pile shape is selected the following information can be entered Pile type 54 of 280 Enter the pile type to be defined D FOUNDATIONS is supplied with a database of pre defined pile types that can be selected from the drop down list in the Pile type field The available list depends on the selected pile shape NOTE For backward compatibility reasons the pile type Prefabricated screw pile with grout present in norm NEN 9997 1 2009 is still present in the program eventhough it is no longer mentioned in the latest norm NEN 9997 1 C1 2012 This pile type is kept so users are able to recalcu late their old projects using this type It is therefore advised not to use this type in new projects NOTE Both pile types Straight timber pile and Steel section are consid ered to be low vibrating even though they are driven and or vibrated into place This is due to their being very easily driven vibrated into the soil and thus do not generate lots of vibration Deltares Bearing Piles EC7 NL Input 8 Calculations
221. e case The owner of an old farm wishes to have a fishing pond near to his farmhouse He wonders if this could be realized without any damage to the building This tutorial uses D FOUNDATIONS to ascertain whether the pond can be dug out near to the farmhouse without failure of the foundations of the farmhouse Figure 15 1 Fishing pond near farmhouse Tutorial 6 The farm is founded on two strip footings each underneath one of the two bearing building walls of the farm at reference level 1 m The strip footings have a width of 600 mm and a length of 10 m The ground surface level near the farm lies at reference level 0 m The groundwater level is at reference level 0 5 m For the purpose of this case all calculations must be performed for the strip at the side of the farm where the pond will be constructed The representative value of the pressure on the foundation strips is known to be 20 kN m This force is applied at the center of strip footing The partial load factor is given as 1 2 for limit states STR and GEO The wind load acting on the building can be modeled as a horizontal force with representative value of 0 5 kN m applied at a reference level of 3 m For the evaluation of limit states STR and GEO an extra partial load factor of 1 3 must be applied for Deltares 211 of 280 15 2 D FOUNDATIONS User Manual the horizontal load Results of a CPT are not ava
222. e procedure to enter the piles for support 2 this time starting at 9 9 The loads are the same as for support 1 This time the option Use pile grid to replace current pile positions should be deselected to avoid overwriting the input for support 1 Figure 13 6 shows the input pile plan as displayed in the Top View Foundation window ia D Foundation Top View Foundation 0 60 ES ES Pen eli molta la NS Legend m oO oO B Rect500x500 Edge pile gt 107 2 u RectS00x500 Middle pik CPT 4 5 y 7 Y 7 I oO Oo 15 EZ El z A son 2 4 ie O O 1 1 Vv 3 O O Pile type Rect 500x500 7 Number of Piles 8 Number of CPT s 2 x 14 309 Y 3 082 Edit Figure 13 6 Top View Foundation window Pile plan of the two supports All the information required to verify if the construction meets the requirements for limit state GEO and serviceability limit state has now been entered 21 22 23 Perform a Verification Design calculation for the pipeline construction selecting both CPTs and pile type Rect 500x 500 Change the End of the Trajectory to lt 15 m gt as now it is known that deeper levels are not of interest Set CPT test level to lt 15 m gt As about to perform a calculation based on the entire pile plan for the entire construction keep in mind that the construction is only partly rigid each footing on its own So make sure that the correct 3 and amp fact
223. e requirements in the bearing piles model it was decided to define the skin friction zones in the following way o The bottom of the positive skin friction zone automatically coincides with the pile tip level and therefore does not have to be entered The top of the positive skin friction zone is specified by the user as a level in m relative to the reference level usually NAP o The top of the negative skin friction zone automatically coincides with the ground level or excavation level and therefore does not have to be entered The bottom of the negative skin friction zone is specified by the user as a level in m relative to the reference level usually NAP Because neither the soil layer classification nor the pile type in relation to a reinforced base needs to be known when the skin friction zones are being defined the skin friction levels cannot be checked at that moment This is why the check is performed at the start of a calculation If the top of the positive skin friction level does not meet the requirements NEN 9997 1 C1 2012 art 7 6 2 3 c this level is automatically adjusted if possible The adjustment is performed in a safe way because the skin friction level is always placed on a lower level than that specified by the user see Figure 17 3 244 of 280 Deltares 17 7 4 Bearing Piles model EC7 NL 17 specified level 7 final level Figure 17 3 Skin friction levels When skin frictio
224. e that an obstacle will be encountered Give an estimate in percentage 4 Do you know which pile hammer is used yes no 5 Type of pile JUNTTAN HHK 5 y hammer 6 w energy Nm 7 Kind pile hammer hydraulic 8 Spacing between piles 8 00 number times pile diameter 9 Diameter of the piles mm 250 x 250 X 10 Length of the piles m 15 70 11 Concrete quality of the piles B 55 12 Permanent prestressing of the piles N mm2 0 lt Previous Geotechnics Installation Result Report Next gt a Figure 9 5 GeoBrain Prediction window Installation menu Question 3 What is the chance that an obstacle will be encountered Enter 0 if no obstacle 148 of 280 Deltares Feasibility module Question 4 Question 5 Question 6 Question 7 Question 8 Question 9 Question 10 Question 11 Question 12 Do you know which pile hammer is used If Yes a D FOUNDATIONS library of machines is available see Question 5 If No the user has to input manually the energy needed to install the pile Type of pile hammer If known select a type of machine from the drop down menu Blow energy pile hammer Enter the energy that must be developed by the machine to install the pile Kind pile hammer Choose between diesel and hydraulic pile hammer Spacing between piles Enter the distance between two piles D FOUNDATIONS uses as default the Distance between piles of the first stage Figure 9 2 Diameter of the piles S
225. e three ways to fill in the soil parameters section 4 3 1 1 Adding a standard material including its soil parameters from Table 2 6 as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex section 4 3 1 2 Adding manually a material and its required soil parameters section 4 3 1 3 Changing the properties of an existing material by matching them with the properties of a NEN material i e from Table 2 6 of NEN 9997 1 C1 2012 Deltares 35 of 280 D FOUNDATIONS User Manual 4 3 1 1 Materials Add from Standard The Add from NEN 9997 1 orAdd from Belgian Annex buttons can be used to select a standard material including its soil parameters from Table 2 b as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex 1 To add a standard material click the Add from 9997 1 button or Add from Belgian Annex button to open the NEN 9997 1 Table 1 window Figure 4 4 or the Belgian Annex window Figure 4 5 NEN 1 Table 1 Select materials and press OK to add Dry unit Wet unit Phi Main type Sub type Consistency weight weight dea Gravel li 0 5 00 _ Gravel slightly silty moderate 19 00 21 00 37 50 Gravel slightly silty stiff 20 00 22 00 40 00 Gravel very silty loose 19 00 21 00 32 50 _ Gravel very silty moderate 20 00 22 00 35 00 Gravel very silty stiff 21 00 22 50 40 00 Sa
226. e tip level specified in the trajectory When defining a trajectory the user need not take account of the specified levels of posi tive and negative skin friction in the Additional Data tab of the Soil Profiles window sec tion 4 3 2 4 If required for example if the top of positive skin friction zone is below the pile tip level these levels are adjusted automatically by D FOUNDATIONS for each calculation step Both the top and bottom limits of the trajectory must meet a number of requirements The top limit value Begin must be chosen in such a way that the minimum pile length in the ground is 5 X dmin dmin the smallest cross measurement of the pile tip cross section This means the Begin value must be at least 5 X din below the lowest surface level excavation level and pile head level A Begin value above these levels means that the pile is not a pile according to NEN 9997 1 C1 2012 art 1 5 2 127 The bottom limit value End must be at least 4 x Deg Deq equivalent diameter above the deepest level of the shallowest CPT Deltares 67 of 280 4 6 2 2 4 6 2 3 D FOUNDATIONS User Manual This requirement follows necessarily from the calculation model for the bearing capacity Koppejan A deeper bottom limit would make correct calculation impossible The nter val must be chosen in such a way that a maximum of 151 calculations will be performed If the above requirements are not met D FOUNDATIONS will not perform a calculat
227. e weight is smaller than the weight of the water and the pile experiences uplift The effect on the total bearing capacity is negative in such a case The corresponding pile weight is calculated differently for different pile types 258 of 280 Deltares 19 6 Tension Piles model EC7 NL H profile The following assumptions are relevant to the calculation of an H profile pile type For the calculation of the shaft friction the entire outer area around the pile is taken into account i e the circumference is calculated using 2 x Height of profile 4 x Width of profile 2 x Flange of profile Compaction of the soil is caused by the steel cross section of the pile A is the area of influence between the piles minus the outer area of the shaft friction i e the plugged soil is not included in the area of influence The weight of the pile is equal to the steel weight plus the soil weight within the shaft friction area MV pile When calculating an MV pile by using the H profile input the pile weight is calculated for the steel area and the inside soil only Grout weight is considered equal to soil weight Open ended steel pile The calculation method for an open ended steel pile consists of two parts Calculation according to NEN 9997 1 C1 2012 for outer shaft friction A is area around pile compaction only by the steel surface of the neighboring piles so the plugged soil is not considered part o
228. ean moderate 18 00 20 00 32 50 Sand clean stiff 19 00 21 00 35 00 Sand slightly silty moderate 8 00 20 00 27 00 Sand very silty loose 18 00 20 00 25 00 Loam slightly sandy weak 3 00 19 00 27 50 Loam slightly sandy moderate 20 00 20 00 27 50 Loam slightly sandy stiff 21 00 21 00 27 50 Loam very sandy stiff 19 00 19 00 27 50 Clap clean weak 14 00 14 00 17 50 Clay clean moderate 7 00 17 00 17 50 Clay clean stiff 19 00 19 00 17 50 Clay slightly sandy weak 5 00 15 00 22 50 Clay slightly sandy moderate 18 00 18 00 22 50 __ Clay slightly sandy stiff 20 00 20 00 22 50 Clay very sandy stiff 8 00 18 00 27 50 Clay organic weak 13 00 13 00 15 00 Clay organic moderate 5 00 15 00 15 00 _ Peat not preloaded weak 10 00 10 00 15 00 moderate preloaded moderate 2 00 Figure 6 4 NEN 9997 1 Table 1 window for Tension Piles EC7 NL model Belgian Annex Select material s and press OK to add Dry unit Wet unit Phi Main type Sub type Consistency weight weight dea kN m3 _ kN m3 9 BGravel very silty moderate 9 00 21 00 32 00 _ BGravel very silty stiff 20 00 22 00 37 00 BGravel clean moderate 8 00 20 00 35 00 BGravel clean stiff 19 00 21 00 40 00 _ BSand very silty loose 16 00 18 00 25 00 BSand very silty moderate 7 00 19 00 27 00 BSand very silty stiff 18 00 20 00 30 00 BSand clean loose 6 00 18 00 27 00 BSand clean moderate 17
229. ec tively The CPTs and pile type to be used in the calculation should also be selected here Contrary to the preliminary design options the calculations are complete and include settle ments and rotations The complete pile plan is also considered taking care of group effects Note that only one pile type can be used per verification The CPT test level is used to perform a separate calculation of the bearing capacities of all CPTs at that level These bearing capac ities are then used to check the compliance with the demands as set by NEN 9997 1 C1 2012 art 3 2 3 e regarding the number of CPTs and their spacing Bearing Piles EC7 NL Calculation Type Trajectory Selected Profiles Available Profiles FUGBEN1 15 00 FUGBEN2 FUGBEN3 C Preliminary Design A A e Mi 24 00 Calculation 100 y vl le Design calculation Complete calculation CPT testlevel m 27 00 Pile type name Round 550 v eo Figure 4 30 Calculation window Verification for Bearing Piles EC7 NL model Once all selections have been made click Start to begin the calculation Note When a calculation is started any previous calculation results will be replaced To save previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation option on the General tab in the Program Options window Tools menu In that case a
230. ed D Project Properties Construction Sequence Time order CPT Excavation Install Install CPT Excavation Excavation CPT Install C Excavation Install CPT C Install Excavation CPT C CPT Install Excavation C Excavation CPT Both before and after Install Figure 6 2 Construction Sequence window for the Tension Piles EC7 NL model As default value the time order CPT Excavation Install is used as this is the most common order in the construction process Soil In the tree view the Soil node contains the sub nodes Materials and Profiles which should be selected in order to enter or view the corresponding input data Materials In the Soil Materials window the materials and corresponding parameters for the project are entered 90 of 280 Deltares 6 3 1 1 Tension Piles EC7 NL Input amp Calculations D soit Materials ao EX FiterFor D Foundations Tension Piles EC7 NL SOMERS Add from NEN 9997 1 Es Adapt standard material parameters for current model Add from Belgian Annex e Soil name Soil type Gamma Gamma Friction D50 median Max cone Maximum Apply Minimum Maximum unsat sat angle resistance cone tension Void Ratio Void Ratio phi type resistance or H KN 2r KNP deg mm KN r H H zx gt 31 Clay clean stiff Clay 1900 1900 17 50 0 20000 Standard
231. ed Select the CPT Interpretation Model option in the Tools menu Select the CUR Rule for the Selected interpretation model Click on theCopy to User Defined button to base the user defined model on the CUR rule The soil of each rule 1 to 6 is modified in order to use a Belgian soil material as close as possible of the CUR soil material for Rule 1 select the Belgian material lt BSand ve sil moderate gt instead of the lt Sand sl sil moderate gt For Rule 2 to Rule 6 select lt BSand ve sil loose gt lt BLoam sl san stiff gt lt BClay sl san moderate gt lt BClay clean weak gt and lt BPeat sl san moderate gt respectively 9 Click on the Update Chart button to update the soil names in the qc fr chart 10 In the Interpretation Settings sub window select User defined as the Selected default model In order to make a visual inspection of the interpreted soil profile feasible set the Default minimum layer thickness to lt 0 20 m gt 11 Click OK to confirm 00 Y Ol CPT Interpretation Model Classification settings Selected interpretation model User defined Zi Copy to User Defined US Soil name BPeat sl san moderate y Rule 1 Upper classification limit Rule 2 Rule 3 De FrictionRatio fr CPT resistance gc Rule 4 Ex MPa Rule 5 J ca 7 000 mn 9 000 0 056 px 10 000 0218 Add Insert 2 Delete Rename v BSand ve garffoderate y Sa
232. ed clients are charged by the hour For more information please contact the Deltares Sales team sales deltaressystems com Deltares 9 of 280 D FOUNDATIONS User Manual 10 of 280 Deltares 2 2 1 2 2 Getting Started This chapter section aims to familiarize the user with the structure and user interface of D FOUNDATIONS The Tutorial section chapter 10 to chapter 16 uses a selection of case studies to introduce the program s functions Starting D Foundations To start D FOUNDATIONS click Start and then find D Foundations under Programs on the Win dows menu bar or double click a D FOUNDATIONS input file that was generated during a previ ous session For a D FOUNDATIONS installation based on floating licenses the Modules window may appear at start up Figure 2 1 Check that the correct modules are selected and click OK ules IV D Foundations Standard module bearing piles EC7 NL Y Bearing Piles module EC7 8 IV Shallow Foundations module EC 7 NL IV Tension Piles module EC NL Y Feasibility module IV Show at start of program Help Figure 2 1 Modules window When D FOUNDATIONS is started from the Windows menu bar the last project that was worked on will open automatically unless the program has been configured otherwise in the Program Options window reached from the Tools menu and D FOUNDATIONS will display the main window section 2 2 Main Window When D FOUNDATIONS is started
233. ed the following information can be entered 100 of 280 Deltares Tension Piles EC7 NL Input amp Calculations Pile type Use this sub window to enter information about the pile type Q is the pile factor for the shaft friction The value for the factor according to NEN 9997 1 C1 2012 depends on the soil material For soil types sand gravel and loam the value for a depends on the pile type Therefore it can be specified by selecting one of the standard pile types from the combo box As a result the actual value for a will be displayed in the current value box If selecting a user defined pile type for a valid for sand gravel and loam layers either a vibrating or a low vibrating pile type can be selected This enables the user to steer the influence of the pile type on the reduction of q due to excavation and over consolidation Choosing one of the user defined types will always have the consequence that the value entered for a valid for sand and gravel layers will NOT be adjusted for any instance of coarse grain NEN 9997 1 C1 2012 art 7 6 2 3 i For the soil type clay the factor according to the standard is depth dependent and thus has no single value As a result the current value box displays N A Not applicable as the value can not be shown If User defined is selected as the subtype only the parameter value is entered That value can and will be displayed as current value For a valid for clay
234. ed by D FOUNDATIONS corresponds to the ground level of the imported CPT file GEF CPT DOV or SON lowered by 0 5 m Placement depth This is the level at which the bottom of the foundation element is of foundation placed i e the foundation level element Concentration The concentration factor Mo influences the calculation of the set value according tlement This calculation according to NEN 9997 1 C1 2012 arti to Frolich cle 6 6 2 d normally follows the model described by Boussinesq in which case the concentration value equals 3 but by raising the con centration value to 4 a4 a stiffness increasing with depth can be emulated Copy From Click this button to display the Additional Data Copy from Profiles window In this window select the name of one of the profiles and click OK to copy the additional data given for that profile into the fields for this profile Copy To Click this button to display the Additional Data Copy to Profiles window In this window select the names of any profiles which should have the same additional data as defined for the current profile Click OK to copy this data to the selected profiles 7 2 2 5 Viewing Profiles A graphic representation of the profiles defined for a project can be viewed by clicking one of the two right most tabs in the Soil Profiles window The Additional Data tab Figure 7 6 displays the CPT and if available the profile with data such as defined layers
235. ed for A safe approach The users can replace this safe value with their own value after selecting Area in the Overrule parameters sub window of the Calculation window 17 5 Problems in interpreting standards Besides geometric problems the following problems also occurred when interpreting the stan dards NEN 9997 1 C1 2012 art 3 2 3 e Size and depth of soil test With respect to the depth of the CPTs this article specifies requirements with respect to the pile tip level However because a pile plan can include several pile tip levels in the Bearing Piles EC7 NL model the user can define a pile tip level for each CPT to this end there is sometimes no such thing as a single pile tip level The following interpretation is used to solve this problem in the program Every CPT must be at least 5 m deeper than the pile tip level specified for that CPT If 10 times the smallest transverse measurement of the pile base is greater than 5 m then for at least one CPT the depth must also be greater than the corresponding pile tip level increased by 10 times that smallest transverse measurement If these standard requirements are not satisfied a warning to this effect referring the user to the article of the standard is included in the output file if possible calculation will still take place It is only when a specified depth exceeds the limits of the calculation model of the bearing capacity Koppejan that no calculation will be executed
236. ed to be done in accordance to chapter 9 NEN 9997 1 C1 2012 to verify this The remainder of this tutorial assumes that the tip over stability criterion is indeed met for the situation without the pond Deltares 215 of 280 D FOUNDATIONS User Manual 3 1 Verification of Limit State STR Required by NEN EN 9997 1 2012 section 2 4 7 2 4 8 Ed lt Cd 3 1 1 Vertical Bearing Capacity Undrained Situation Found Calc Vd Rd Rd Fpull Result of elem case Squeeze verification kN 1 NONE the highest value of Rd is used in the verification Fpull 0 5 w cu d is the tension force in the element per meter which should be handled by the element in case of squeeze see last paragraph 6 5 2 2 NEN 9097 1 r NEN EN 3 1 2 Vertical Bearing Capacity Drained Situation Found Calc Result of Sal case Cure Pure verification tae soo TT oe 00 Note both the situation with and without punch through are checked 3 1 3 Horizontal Bearing Capacity Rd Result of Result of undrained i verification verification kN undrained drained 0 00 37 87 n a PASSED 3 1 4 Stability Minimum i Tip over Total stability stability Figure 15 8 Report window Results of the Verification of Limit State STR For Serviceability limit state the settlements are sufficiently small in accordance with NEN 9997 1 C1 2012 art 2 4 9 and the foundation is indicated as PASSED Figure 15 9 3 3
237. ee Figure 16 12 The reason for this is the selected CPT Rule at the bottom of the Soil Profiles window if the CPT Rule is the User defined rule D FOUNDATIONS needs frictional resistance to perform the analysis as the User defined rule is based on the CUR rule see section 16 4 However the mechanical CPT type M4 doesn t provide such data s as shown in Figure 16 11 Therefore a special rule called gc only Rule must be selected this rule uses only the cone resistance and does not require the frictional resistance Deltares 229 of 280 D FOUNDATIONS User Manual 230 of 280 Layers Additional Data Summary Pressures 3 500 Undetermined 3 400 Undetermined 7 000 Undetermined Coordinates CPT Rule User defined rule al X m rase61 po Y Im 229278 00 Min layer thickness m fo 20 Edit Figure 16 12 Soil Profiles window Layers tab Deltares Tutorial 7 Design of Bearing Piles using the Belgian method 1 Layers Additional Data Summary Pressures Selected CPT Material 3 500 BPeat sl san weak gt 3 400 BPeat sl san weak X 3 200 BPeat sl san weak y 1 400 BClay clean moderate 1 000 BPeat sl san weak 2 600 BClay clean moderate 3 000 BSand ve sil moderate 7 000 BSand ve sil moderate CPT Rule ac ony Rue gt Coordinates X m 145661 00 Y m 229278 00 Min layer thickness m 0 20 Edit
238. efault overruling value is 1 NOTE If overruled this factor will have an effect only if alternating loads are used i e only if the option Use Alternating Loads in the Pile Properties window section 6 4 2 is selected Here the users can define their own value for y the safety factor for ma terials Normally this would be derived from Tables A 6 A 8 and A 16 in NEN 9997 1 C1 2012 The default overruling value is 1 Here the users can define their own value for y the safety factor for the total soil weight Normally this would be derived from Tables A 2 A 3 and A 4a A 4b in NEN 9997 1 C1 2012 The default overruling value is 1 Enable this checkbox to take compaction of soil due to installation of dis placement piles into account The positive effect on the q value should be checked by performing CPTs after installation see NEN 9997 1 C1 2012 art 7 6 2 3 k Compaction is not used for non displacement piles types such as bored and auger piles Enable this checkbox to prevent the excavation from being taken into ac count Enable this checkbox to prevent the excess pore pressures that were spec ified with the Soil Profiles EC7 NL option from being taken into account Deltares Tension Piles EC7 NL Input amp Calculations 6 6 2 Preliminary Design Tension Piles 6 6 2 1 D FOUNDATIONS can perform a preliminary design for tension piles according to the NEN 9997 1 C1 2012 Three different types of preliminary desi
239. elect the diameter of the piles from the available drop down menu D FOUNDATIONS uses as default the diameter of the first stage Figure 9 2 If a rectangular pile was selected section 9 1 D FOUNDATIONS calculates its equivalent diameter and select as default the closest diameter from the drop down menu Length of the piles Enter the length of the piles D FOUNDATIONS uses as default the length of the first stage Figure 9 2 Concrete quality of the piles B Enter the quality of the concrete that represents the resistance to pressure The quality is represented as a series of numbers and letters for example B 25 indicates that the material is normal concrete with a resistance to a pressure equal to 25 N mmA Different readings exist up to the highest class of resistance which is indicated as B 55 Permanent pre stressing of the piles Enter the pre stressing of the piles 9 2 4 GeoBrain Prediction Result menu To start the prediction select the Result menu Deltares 149 of 280 D FOUNDATIONS User Manual GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report Next gt A Result prediction Very Moderately Not Totally suitable Suitable suitable suitable not suitable Suitability pile The above estimation of the suitability of the pile is related to the pile specifications length diameter concrete quality and prestressing With this estimation it is clear whether this comb
240. ements by giving them their own positions In that case the Use interaction model in the Calculation window also needs to be enabled 19 Click the Calculation node to open the Calculation window and click Start Upon completion of the calculation the report is displayed According to Figure 15 13 the bearing capacity Rg is the same 476 63 kN for both cases with and without the presence of the slope which means that the slope has no influence as it is too far away from the foundation 3 1 2 Vertical Bearing Capacity Drained Situation Found Calc Vd Rd Vd Rd Result of elem case Punch Punch verification name kN kN kN kN 1 Case B 144 00 476 63 0 00 0 00 PASSED 2 Case B 144 00 476 63 0 00 0 00 PASSED Note both the situation with and without punch through are checked Figure 15 13 Report window Results for Limit State STR with and without the pond In order to see the influence of the pond slope on the foundation the distance between the slope and the shallow foundation called B in Figure 15 11 must be reduced 20 Click the Slopes node in the tree view to open the Soil Slopes window 21 Add a second slope in the table and give it a descriptive name such as lt Pond Slope near gt 22 Enter the Slope height of lt 1 5 m gt the Slope length of lt 4 5 m gt derived from the ratio 1 3 and the Berm width reduced to lt 0 7 m gt 23 Switch to the Foundation Pl
241. ends on the pile type as well as on the soil type for its value Again for soils of type Tertiary Clay other values for can be found than for soils of other types Therefore both values are shown and can be edited When selecting a standard pile type from the pile type box both actual values for ay will be displayed in the current value boxes If User defined is selected as the subtype the pile factors can be entered manually Note For pile type Open ended steel pipe with plugging two calculations are made one with 5 3 2 plugging effect Shaft friction only on the outside of the pile pile point considered closed and one without the plugging effect Shaft friction on the outside and the inside of the pile pile point considered open The least favorable result is automatically taken into account Building a pile type database Pile type definitions created in the Foundation Pile Types window can be saved to a FOP file by means of the Export option reached by right clicking the Pile Types node in the tree view and selecting Export from the context menu or left clicking on the Pile Types node and then selecting Export in the Action sub window of the Foundation Pile Types window This allows a database of pile types to be built up which can be used in future projects allowing the pile type definition with less effort and less chance of errors Use the Import option in the same context menu to select a previously sa
242. ength intervals of 5 m corresponding to the current project D FOUNDATIONS uses as default the length of the first stage Fig ure 9 9 Dimensions Select one of the diameters of the pile D FOUNDATIONS uses as default prefab pile the dimensions of the first stage Figure 9 9 and if a rectangular pile was selected section 9 1 D FOUNDATIONS calculates its equivalent diameter and select as default the closest diameter Pile hammer Select one of the blow energy intervals used by the pile hammer of the blow energy current project Undesirable Select one of the undesirable occurrences in the list that are expected to occurrences occur in the current project Using the Refine Query table it is also possible to change requirements by clicking the arrow behind the requirement as shown in Figure 9 13 a for Length and Resisting moment This will result in an enlargement of the search results as shown in Figure 9 13 b allowing the user to change the requirements 154 of 280 Deltares 9 3 2 GeoBrain Experiences Search on CPT 9 3 3 Feasibility module lt Length 15 20 m lt Dimensions prefab pile 380 x 380 mm Length 0 Sm 2 5 10 m 84 10 15 m 166 15 20 m 295 20 25 m 184 25 30 m 38 30 m or longer 4 Dimensions prefab pile 140 x 140 mm 0 180 x 180 mm 3 220 x 220 mm 32 250 x 250 mm 86 290 x 290 mm 122 320 x 320 mm 75 350 x 350 mm 59 380 x 380 mm 22
243. er side of the pile Follow ing this procedure the Preliminary Design calculation is sure to give slightly lower so safer bearing capacities than the Verification calculation based on the pile plan with excavation boundaries on both sides This way the chance is larger that the Preliminary Design calcu lation will pass the Verification calculation 66 of 280 Deltares 4 6 2 1 Bearing Piles EC7 NL Input 8 Calculations Layout during a Verification Dyinie Dinacie calculation for pile 2 lt lt Inputted distance edge pile to excavation boundary Equivalent uncorrect layout during a Design calculation for pile 2 Updated correct layout during a Din Design calculation for pile 2 Inputted distance edge pile to excavation boundary Dyiniz Figure 4 29 Schematization of the Begemann reduction of cone resistance for a Verifi cation and a Preliminary Design calculation Preliminary design Indication bearing capacity This option is used to obtain an indication of the net bearing capacity in relation to different pile tip level s Instead of the specified pile tip levels per CPT a pile tip trajectory is used This trajectory is determined by means of a top and bottom limit in m above or below the reference level usually NAP The interval of the trajectory determines the number of calculations to be performed with a maximum of 151 The bearing capacity is calculated at each pil
244. ere Drag the map to the desired location and zoom in The CPTs will be displayed when you have zoomed in far enough maz TAN OMedemblik Ne AAA be EN 9Hoom Lelystad a Volendam 3 ro EN y Amsterdam Mero Ly 9 ES Amstelveen 0 A28 r A2 Hilversum Jpl en aan ge me Nieuwegein ce E i ydrecht Et mo zi foerdijk LL E2325 Apeldoorn A aI Es Lochem Hof van Den R pAersfoor 7 Rin E Utrecht OBameveld ae el meer HE E ggde Vrede PA e A32 Hoogeveen Meppel E232 cos E he atte y A37 amp Twenterand es Almelo O Oldenzas ma Al ne 0 He Twente ENSC Berkelland 14 A ARP be oaoa BE d NS mmerich Bocholt Bork ES sE Me gt FO 2 keve E 3 iNap IZA Goch vactiertogenbosch Minimum length of CPTs 10 meter Cancel DINOLoket is the central portal to Data and Information of the Subsurface of The Netherlands Go to DINOLoket here Figure 4 11 Import CPT for D Foundations window Click this button to display a map view including city street and motor way names and representation Click this button to display a satellite view Click this button to display a combination of the Map and Satellite views Zoom in Click this button to enlarge the map Zoom out Click this button to reduce the map Pan Click this button to move the map by dragging the mouse Enter a minimum length for the CPTs displayed
245. erials Profiles E Foundation Pile Types Pile Properties Top View Foundation Excavation Calculation E Results Design Report D Foundations Project1 10 19 2010 W Use current date Drawn by Project ID Annex ID Geotechnical consultant Design engineer superstructure Principal Location Figure 6 1 Main window for the Tension Piles EC7 NL model For the Tension Piles EC7 NL model the tree view contains the following nodes and sub nodes Project Properties Use this option to describe and identify the project Description Project Properties Use this option to specify the execution time of CPTs relative to the Construction pile installation and any excavation This information is needed to Sequence determine whether the problem qualifies for certain exceptions made in NEN 9997 1 C1 2012 Soil Materials Use this option to enter the soil material properties Soil Profiles Use this option to enter and view a soil profile for each CPT as well as to enter additional data related to the CPT Foundation Use this option to enter the required pile types The pile type and its Pile Types dimensions are specified here Deltares 89 of 280 6 2 6 3 6 3 1 D FOUNDATIONS User Manual Foundations Pile Properties Use this option to define the pile plan Apart from the pile positions the pile head level a superimposed load next
246. es model EC7 NL Fs tot d Fs tot d Fs d Fs nk d mae negative skin friction positive skin friction Fr point d Fr point d Figure 17 1 Gap in skin friction zone 17 6 Units dimensions and drawing agreements It should be noted that the bearing piles model is based on a semi 3 dimensional approach On a flat plane this is expressed in the pile and CPT plans specified The third dimension the depth is recorded in the CPTs and the corresponding soil profiles A fully 3 D approach in which the piles can also be recorded to their full depth raking piles is not considered desirable as this would allow pile configurations that are not covered by the calculation model provided by the NEN The dimensional split between the flat plane on one hand and the depth on the other hand also applies to the drawing agreements In the flat plane users are completely free to choose their own axis system for the pile and CPT plans With regard to the depth all levels to be entered must be recorded in relation to the reference level This reference level can be chosen freely as long as it is used consistently throughout a project In the Netherlands the most common reference level would be the Amsterdam ordnance zero i e NAP Here levels above the reference level are considered as positive and levels below the reference level as negative Settlements however are considered as positive if they are pointing downward see Figure 17 2
247. es of CPT Deltares 221 of 280 D FOUNDATIONS User Manual 229280 229260 p 229240 229220 Y co ordinate m 229200 229180 p 229160 O CPT M4 X CPT E A CPT M2 145640 145660 145680 1457 00 145720 145740 Figure 16 1 Top view position of the pile and the CPTs Table 16 1 Characteristics of the CPTs CPT name X m Y m Z m NAP Depth m Cone GEO 89 128 S 145647 8 229203 3 3 37 11 4 E GEO 92 109 S4 145702 8 229174 2 4 91 10 4 M2 GEO 69 485 S25 145661 0 229278 0 3 50 10 6 M4 16 2 CPTs from the DOV database This tutorial uses mechanical and electrical CPTs imported from the Flemish database DOV Databank Ondergrond Vlaanderen DOV and situated near Stabroek Flanders Belgium When researching the DOV website dov vlaanderen be using the co ordinates of the future center pile group X 145690 m Y 229230 m Lambert 72 with a radius of 1000 m many penetration tests are displayed as shown in Figure 16 2 orange points 222 of 280 Deltares 16 3 Tutorial 7 Design of Bearing Piles using the Belgian method D Foundation Top View Foundation c fits 451 26400 Round282 We CPT lia E E E O Provinciegrenzen Boringen o o Sonderingen Pile type Round 282 Number of Piles 16 Number of CPT s 3 4 Isohypsen top Tertiair 2145041977 Y 229969602 Edt Figu
248. esponding parameters for the project can be entered D soil Materials 5 fos Filter For D Foundations Shallow Foundations EC7 NL v Show Materials Add from NEN 9997 1 C All Adapt standard material parameters for current model Add from Belgian Annex En Soil name Soil type Gamma Gamma Friction Cohesion Cu Compression ratio Ca Initial 3 unsat sat angle e F_undrained Cc void ratio Je phi e0 E kN4ne KN m deg kN m KN Are E E E px gt 31 Clay clean stiff Clay 1900 19 00 17 50 13 00 100 00 0 0921000 0 0037000 0 001001 132 Clay clean weak Clay 1400 1400 1750 0 00 25 00 0 3289000 0 0131000 0 001001 133 Clay organ moderate Clay 1500 1500 15 00 0 00 25 00 0 2302000 0 0115000 0 001001 34 Clay organ weak Clay 1300 1300 15 00 0 00 10 00 0 3070000 0 0153000 0 001001 38 Clay ve san stiff Clay 1800 1800 27 50 0 00 0 00 0 0921000 0 0037000 0 001001 47 Loam sl san weak Loam 1900 1900 27 50 0 00 50 00 0 0921000 0 0037000 0 001001 ii 48 F Loam ve san stiff Loam 1900 1900 27 50 0 00 50 00 0 0512000 0 0020000 0 001001 ay 49 Peat mod pl moderate Peat 1200 12 00 15 00 2 50 20 00 0 3070000 0 0153000 0 001001 50 Peat not pl weak Peat 10 00 1000 15 00 1 00 10 00 0 4605000 0 0230000 0 001001 54 Sand sl sil moderate Sand 18 00 20 00 27 00 0 00 0 00 0 0064000 0 0000000 0 256082 55 Sand ve sil loose Sand 1800 20 00 25 00 0 00 0 00 0 0144000 0 00
249. f 12 MPa or to 15 MPa if these values occur over a trajectory of 1 m or more The total vertical stress at a certain depth results from the integration of the unit weight of the soil above the considered depth By subtracting the water pressure at the considered depth the effective vertical stress is determined An excavation reduces the vertical stress The determination of the effective stress after excavation is not given by NEN 9997 1 C1 2012 In the tension piles model the stresses after excavation are determined as follows The differ ence between the effective vertical stress before and after excavation 0 7 z is equal to the effective weight of the excavated soil per unit area For the correction of the cone resis tance measured before excavation the limited width of the excavation is taken into account For an excavation with limited width the reduction of the vertical stress at a certain location in the excavation can be determined relatively simply using stress distribution formulas for a uniform strip loading Poulos and Davis 1974 D FOUNDATIONS uses the elastic formulas for a uniform load with limited width to determine the change in effective stresses due to the excavation In the program this method is called Begemann Deltares 253 of 280 D FOUNDATIONS User Manual The correction due to a limited width depends on the location of the pile and the depth of the pile in respect to the excavation boundaries The excav
250. f depth Deltares 235 of 280 D FOUNDATIONS User Manual 236 of 280 Deltares 17 17 1 17 2 17 3 17 3 1 Bearing Piles model EC7 NL Area of application The bearing piles EC7 NL model is used to design foundations on piles according to the Netherlands Eurocode 7 which has been implemented in NEN 9997 1 C1 2012 NEN 2012 and or to verify them on the basis of this standard The model can only be used to verify and design pile foundations classified in Geotechnical Category 2 GC2 which are subject to static or quasi static loads that cause compressive forces in the piles provided that the calculation of pile forces and distortions is based on cone penetration tests CPTs Any rising of tension piles and possible horizontal displacement of piles and or soil have not been incorporated into this model It should be stated explicitly that the model does not support raking piles This is because loads affecting raking piles usually do not satisfy the conditions specified in the previous para graph Limit states The Netherlands Eurocode 7 bases the validation of constructions on three limit states These are Limit state STR is the ultimate limit state for checking forces i e is the foundation strong enough to support the building Limit state GEO is the ultimate limit state for checking distortions of the ground settle ments and rotations i e is the foundation solid enough to keep the building from
251. f the area Maximum shaft friction according to total soil weight criterion see section 19 5 7 Calculation according to NEN 9997 1 C1 2012 for inner shaft friction A is area inside pile no compaction i e the area is only the area of the plugged soil Maximum shaft friction inside is weight of the soil in the pile until the pile tip level The sum of these two frictions is used to give the tension capacity Pile with enlarged base For a pile with enlarged base the pile weight is calculated using only the pile diameter width but not the base diameter width This gives therefore a slightly lower value than the real pile weight Piles near excavation Piles at the edge of an excavation may be influenced by the excavation or its retaining walls These effects should be incorporated manually as described here When calculating an edge pile the area of influence is NOT limited to the excavation boundary The retaining wall is considered to transfer shear stresses When the users do not want to account for this shear stress because e g the walls are loaded they need to add virtual piles opposite to the retaining wall in order to achieve the required spreading area Problems in interpreting standards The following are interpretation problems encountered while implementing the standard for tension pile model NEN 9997 1 C1 2012 art 1 5 2 127 Definition of a pile It only makes sense to check the pile length see
252. f the capacity in tension According to NEN 9997 1 C1 2012 the bearing capacity of the bearing piles of the foundation should be based on the average capacity of all CPTs and the minimum capacity whichever is less 19 4 Verifying displacements of Tension Piles In NEN 9997 1 C1 2012 there is no method given for determining displacements of tension piles In D FOUNDATIONS it is not possible to calculate deformations of tension piles lt is assumed that by using the calculation method prescribed deformations will be small 195 Calculating the bearing capacity of a tension pile This section outlines the way the design and verification of tension piles is prescribed by NEN 9997 1 C1 2012 The bearing capacity of a tension pile is basically considered to be equal to the integration of the maximum shear stress along the pile shaft Based on NEN 9997 1 C1 2012 the following steps are taken into account section 19 5 1 Step 1 Determination of cone resistance section 19 5 2 Step 2 Reduction of cone resistance due to excavation section 19 5 3 Step 3 Safety factors design values section 19 5 4 Step 4 Effect of installation section 19 5 5 Step 5 Reduction of stresses due to tension forces in pile groups section 19 5 6 Step 6 Determining bearing capacity section 19 5 7 Step 7 Checking for total soil weight criterion section 19 5 8 Step 8 Adding pile weight 00000000 252 of 280 Deltares 19 5 1 19 5 2 Tension Piles model EC7 N
253. ference level 24 m while the surface level is at reference level 1 3 m One of the cone penetration tests is shown in Figure 13 2 below Deltares 189 of 280 D FOUNDATIONS User Manual PORE WATER PRESSURE MPa 0 0 02 0 6 SLEEVE FRICTION NUMBER 3h FRICTION MPa 0 0 0 1 6 10 CONE RESISTANCE MPa 020 2 4 6 8 10 DEPTH m wri NAP ee ale rad a Deltares Tutorial 4 for D Foundabions CPT 01 Figure 13 2 CPT 01 at the site where the pipeline duct is to be constructed Tutorial 4 13 2 Project input 1 Set up a new project the method is described in Tutorial 1 in section 10 2 2 Name the project lt Tutorial 4a gt 3 Enter lt Tutorial 4 for D FOUNDATIONS gt as Title 1 and lt Pipeline Duct on Bearing Piles gt as Title 2 in the Description window 4 Make sure that the Project Model is set to be Bearing Piles EC7 NL in the Model window 5 Import the cone penetration tests that are shipped with D FOUNDATIONS named Tutorial 4 CPT 01 gef and Tutorial 4 CPT 02 get 6 Convert both CPTs to soil profiles as described in section 10 4 using the lt NEN rule gt with a minimum layer thickness of lt 0 05 m gt Because of the compressibility of the soils the expected settlements of the surface exceed 10 cm so negative skin friction has to be taken in account Therefore it should be specified to what depth negative skin friction occurs Inspect both
254. fferent from Figure 11 14 as the GeoBrain database continuously grows On the right side of the screen more infor mation about these experiences is provided This information can also be used to refine the number of results 28 Select lt Moderate gt in the Refine query box to review only the projects with moderate results to get an impression of the problems that were encountered 182 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse NAAA Page 1 lt Back R Y GeoBrain Foundation Technology IKEA Haarlem 3 Laan voor Decima Haarlem Undesirable occurrences Pile crack 2x Damage to pile head 3x 1 2 shown 2 found Measurements Drive Moderate 250 x 250 mm2 JUNTTAN HHK 7 Length 16 5 m Zuid Holland 0 Belgium 0 lt Length 15 20m lt Dimensions prefab pile 250 x 250 mm Pile hammer en very heavy 110 kNm or more 0 heavy 80 110 kNm 2 moderately heavy 60 80 kNm 0 light 35 60 kNm 0 very light 0 35 kNm 0 Undesirable occurrences Did not achieve depth 0 Pile crack 2 Damage to pile head 2 Pressure damage to pile shaft 0 Misplacement 0 Surrounding piles moving upwards 0 Pile paced sloping 0 Tumbling of the rig 0 Serious injuries personnel 0 Uncertainty real depth piles 0 Surplus length of piles 0 Pile hammer not functioning well 0 Jib falling over backwards 0 Other 0
255. for both Bearing Piles models the soil weight has a negative influence so the high values must be chosen whereas for Tension Piles EC7 NL and Shallow Foundations EC7 NL models the soil weight has a beneficial effect on the bearing tension capacity so the low values much be chosen The program will for each calculation only use the materials as selected in the Materials window It will never take values from the standard tables directly So the user must make sure the proper values have been selected For instance when first performing a Bearing Piles EC7 NL calculation with high values the user should adapt the values before performing a Tension Piles EC7 NL calculation by clicking the P sandad materal parameters ter centros button in the Soil Materials window Materials Add manually The Insert row Add row and Delete row 2 buttons can be used to help build the table of data To enter or modify soil information manually enter the following information in the Soil Materials window Color Clicking on the color of a material opens the Color window where one of the pre defined basic colors or a custom color created by the user can be selected Soil Name The name of the soil can be edited here o Soil type Select the soil type from the drop down list Gamma Enter the representative dry unit weight of the material i e for soil above unsat the water level Gamma sat Enter the representati
256. fundr imi mi 1 00 EQU GEO Limit State VIELS EJ 1 00 Maximum allowed settlement mm 150 150 r Ye 00 Cc Maximum allowed relative rotation 100 300 OD ie 00 a Figure 7 14 Calculation window for Shallow Foundations EC7 NL model Deltares 125 of 280 D FOUNDATIONS User Manual In this part of the window the following information can be entered Rigidity of superstructure Maximum allowed settlement Maximum allowed relative rotation Y9 STR GEO Yeoh phi Vfund Yo SLS VCC Ca Write intermediate results 126 of 280 Indicate the rigidity of the superstructure according to NEN 9997 1 C1 2012 art 7 6 1 1 c as either Non rigid or Rigid A restriction for the schematics is that for each calculation only parts of buildings that can be regarded as either completely rigid or completely non rigid can be included in one schematic If a building is regarded as partly rigid and partly non rigid for instance a building with a rigid core at least two calculations must be carried out one for the rigid part and one for the non rigid part Also if a building consists of several dif ferent parts that can be regarded as rigid a calculation must be made for each part The reason for this restriction is the impossibility of determining the rel evant internal distances within the module Therefore the internal rota tions between rigid and non rigid foundation elements cannot be c
257. g sand for the foundation starts at a reference level of approximately 13 m It can therefore be initially concluded that the piles need to have a length of more than 13 m minus ground level It can also be concluded that the skin friction along the pile will switch from negative friction to positive friction at this level if negative friction is to occur 7 To import the two CPTs click the Profiles node under Soil in the tree view As there are currently no soil profiles in the model D FOUNDATIONS automatically opens the Import CPTs 160 of 280 Deltares Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse from file dialog 8 Select the file lt Tutorial 1 CPT 01 gef gt and click Open D FOUNDATIONS reads the selected file and opens the Soil Profiles window see Figure 10 5 A new subnode is formed under Profiles bearing the name of the CPT 9 To import the second CPT click the Profiles node again and select Import under Action 10 The Import CPTs from file dialog opens as before this time select Tutorial 1 CPT 02 gef and click Open Deltares CONE RESISTANCE MPa SLEEVE FRICTION NUMBER FRICTION MPa 0 1 0 10 2 3000 020 2 4 6 8 10 N o DEPTH m wrt NAP Figure 10 3 CPT 01 Tutorial 1 161 of 280 D FOUNDATIONS User Manual 11 12 13 14 CONE RESISTANCE MPa q FRICTION NUMBER 10 300 0 020 2 4 6 8 10
258. g the soil profile section 5 2 2 6 Viewing the pressures profile if available 000000 Adding Profiles Adding a profile does not depend on the selected model so refer to section 4 3 2 1 for Bearing Piles EC7 NL Options for existing profiles Options for existing profiles are the same for all the models so refer to section 4 3 2 2 for Bearing Piles EC7 NL Editing Layers Viewing a graphic representation of a CPT corresponding to its profile is similar to the Bearing Piles EC7 NL model so refer to section 4 3 2 3 Additional Data P soii Profiles 01 Layers Additional Data Summary Pressures Phreatic level m 0 50 Copy From Top of positive skin friction zone m 10 20 Copy To Figure 5 5 Soil Profiles window Additional Data tab Under the Additional Data tab the following information may be entered Phreatic level This value specifies the dividing level between the dry soil above the phreatic level and the wet soil below the phreatic level The default value used by D FOUNDATIONS corresponds to the ground level of the imported CPT file GEF CPT DOV or SON lowered by 0 5 m Deltares 77 of 280 D FOUNDATIONS User Manual Top of positive Enter the level of the top of the positive skin friction zone The bottom skin friction of the zone coincides with the pile base level For a pre fabricated pile zone with a widened base the top of the zone may never be p
259. gn calculation are available Indication bearing capacity outlined in section 6 6 2 1 Bearing capacity at fixed pile tip levels outlined in section 6 6 2 2 Pile tip levels and net bearing capacity outlined in section 6 6 2 3 First of all the type of calculation needs to be selected Some types require additional data Secondly the CPTs and pile types to be included in the preliminary calculations need to be selected Note that the order in which the items are selected determines the order of the calculations Tension Piles EC NL Persien Selected Profiles Available Profiles acon Indication bearing capacity CPT 01 z Begin m 7 00 Bearing capacity at fixed pile tip levels rel End Im 240 Pile tip levels and net bearing capacity E 2 Interval im 0 25 2 Selected pile types Available pile types Rect 450x450 0 El 2 gt gt Figure 6 19 Calculation window Preliminary Design for Tension Piles EC7 NL model Once all of the options and requisite information have been inputted click Start to start the calculation Note When a calculation is started any previous calculation results will be replaced To retain previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation option on the General tab in the Program Options window Tools menu In that case a Save As di
260. hallow Foundations EC7 NL Input amp Calculations Use 5 limit The Dutch standard NEN 9997 1 C1 2012 uses a 20 limit to determine instead of which layers should be considered in the determination of the settlement 20 limit Only layers of which the increase in the effective vertical stress due to the placement of the foundation is larger than 20 of the original effective vertical stress are considered to have any effect on the settlement All other layers are considered not to play any role in the settlement process Deltares considers this to be a pretty rough approach and believes that a 5 limit is better more layers play a part in the determination of the settlement and will lead to more accurate results The default limit is 20 as used in NEN 9997 1 C1 2012 but Deltares advises marking the checkbox in order to use the 5 limit instead Note When a calculation is started any previous calculation results will be replaced To retain previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation option on the General tab in the Program Options window Tools menu In that case a Save As dialog will automatically appear each time a calculation is started Verification Select Verification in the Calculation sub window to start the calculations needed to perform a complete verification according to NEN 9997 1 C1 2
261. he eventual value of the maximum pile shaft friction Determining the circumference of the pile segment for which the maximum shaft friction force is calculated as follows If it involves a non constant circumference as is the case with tapered wooden piles and piles with a reinforced tip for example the standard NEN 9997 1 C1 2012 art 7 6 2 3 c does not actually provide a solution In that case the program calculates the mean circumference of the relevant pile segment Secondly the maximum bearing capacity of the foundation is determined Here the number of piles the number of CPTs and the whether the structure may be considered as rigid or not NEN 9997 1 C1 2012 art 7 6 1 1 c play a role In the case of a rigid structure regardless of the number of CPTs the program calcu lates the maximum bearing capacity of the foundation based on the average bearing capacity of a single pile multiplied by the total number of piles since the foundation element contains all of the piles In the case of a non rigid structure determination of the maximum bearing capacity of the foundation depends on the number of CPTs If there are more than three CPTs the definition is again based on the average bearing capacity of a single pile whereas if there are three CPTs or less the minimum bearing capacity of a single pile is used In this case the bearing capacity of a single pile is not multiplied by the total number of piles because the f
262. he material of the user defined pile The cor Young s responding elasticity modulus is provided automatically for concrete steel modulus and timber and cannot be edited If the material User defined is selected then the Young s modulus must also be entered However choosing the User defined value has the following consequence For Ep mat d the parameter dj rep NEN 9997 1 C1 2012 art 7 3 2 2 d and e is always used as follows prep 0 75 X Ojrep This is because a User defined pile is always considered as a prefab pile Slip layer amp In the Slip layer field select a slip layer for the pile if one is to be used Representative The corresponding representative adhesion is provided automatically and adhesion cannot be edited unless the value User defined is selected in which case the required Representative adhesion should be input Building a pile type database Pile type definitions created in the Foundation Pile Types window can be saved to a FOP file by means of the Export option reached by right clicking the Pile Types node in the tree view and selecting Export from the context menu or left clicking on the Pile Types node and then selecting Export in the Action sub window of the Foundation Pile Types window This allows a database of pile types to be built up which can be used in future projects allowing the pile type definition with less effort and less chance of errors Use the Import option in the same context menu to se
263. he model factor can be overruled Normally this factor would be derived as prescribed in article 5 5 5 in the Belgian Annex Yb Here the value for y the model factor can be overruled Normally this factor would be derived as prescribed in article 5 6 5 in the Belgian Annex Ys Here the value for ys the model factor can be overruled Normally this factor would be derived as prescribed in article 5 6 5 in the Belgian Annex Write Intermediate results can be written to a file by selecting this checkbox intermediate It must be born in mind that such a file can become very large results NOTE This file is only available in Dutch Use quality This influences the determination of y and ys If quality assurance assurance about the pile installation can be provided more favorable values for y and y are used Calculation options for Bearing Piles EC7 B D FOUNDATIONS allows the determination of the bearing capacity of a preliminary design The bearing capacities of the pile base the pile shaft and the total bearing capacity are determined in accordance with the Belgian Annex method De Beer Bearing Piles EC7 B Trajectory Selected Profiles Available Profiles Begn m 2 00 GE0 89 128 1 E GEO 92 109 54 Buk e GE0 69 485 525 Interval m 0 10 y z HARB Cone Diameter m 0 0357 Pile type name Round 282 y Figure 5 13 Calculation window Preliminary Design for Bearing Piles EC7 B model The total beari
264. he obvious Partner in risk management for all parties involved in the civil and environmental construction sector Deltares teams are continually working on new mecha 8 of 280 Deltares 1 10 General Information 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 informa tion on Deltares visit the Deltares website www deltares com Deltares Systems On a more practical level Deltares is active in disseminating and implementing geotechnical knowledge and experience into the civil engineering and construction sectors It is recognized that ICT based developments will be the basis of knowledge transfer in the next decades Deltares Systems hosts internet facilitated tools of which D FOUNDATIONS is part and expe rience databases and generally applicable geotechnical software for the calculation of slope stability settlement groundwater flow and other phenomena For more information about geotechnical softwares 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 connect
265. he tree view to display this window Here the pile locations and types and the CPTs can be seen in plan view 9 Foundation Top View Foundation tota ES als E lvl ne n is Legend R i m Rect 450x450 M 107 BTA ner i i a 7 E i al i Es e O a O Pa 2 center 8 o wo o e i m CPT 01 4 7 2 y O l l al 5 Ej y 4 r Pile type Rect 450x450 y Number of Piles 9 Number of CPT s 1 X 4 020 Y 6 055 Zoom in Figure 6 15 Foundation Top View Foundation window for Tension Piles EC7 NL model The button bar of this window allows the view to be manipulated in various ways Click this button to select objects using the cursor and to finish using any of the other modes described below 8 Click this cursor to activate the pan mode Click and drag the view to see a different part of it a Click this button to activate the zoom in cursor Then click on the part which is to become the centre of the desired enlarged view Repeat this step several times if necessary 104 of 280 Deltares 6 5 Tension Piles EC7 NL Input amp Calculations a Click this button to undo the last zoom in step If necessary click several times to retrace each consecutive zoom in step that was made Z Click this button to select a rectangle for enlargement The selected part will be enlarged to fit the window Repea
266. heckbox Apply filter is used to switch the filter on and off Order Select the appropriate toggle button to sort the results by either Depth or results by CPT Note The actual options provided in the headers may vary between models and calculation options Intermediate Results After a successful calculation the intermediate results can be saved in the optional intermedi ate results file for if the option Write intermediate results has been selected in the Calcula tion window The contents of this file will reflect the progress of this calculation process The content of this intermediate results file and the output file depends on the calculation type Refer to section 8 3 1 for the Bearing Piles EC7 NL model Refer to section 8 3 2 for the Bearing Piles EC7 B model Refer to section 8 3 3 1 for the Shallow Foundations EC7 NL model The intermediate results of the calculations are available only in text format and currently only in Dutch Intermediate Results for Bearing Piles EC7 NL A description is included in the sections below for each calculation step of the most extensive configuration of the for file using the Bearing Piles Calculation Type Verification with Com plete calculation options in the Calculation window With this option all limit states are run through during calculation The intermediate results for each calculation step for each limit state are saved in the file The calculation results a
267. hematics is that for each calculation only parts of buildings that can be regarded as either completely rigid or completely non rigid can be included in one calculation If a building is regarded as partly rigid and partly non rigid for instance a building with a rigid core at least two calculations must be carried out one for the rigid part and one for the non rigid part Also if a building consists of several different parts that can be regarded as rigid a calculation must be made for each part The reason for this restriction is that a proper value for the 3 and 4 fac tor used to calculate the pile tension capacity cannot be determined for mixed rigidity schematics Here the value for amp 3 the correlation factor for average value of calculated pile resistances can be overruled This factor depends on the rigidity of the superstructure and number of CPTs see Tables A 10a and A 10b in NEN 9997 1 C1 2012 Here the value for 4 the correlation factor for the minimum value of calcu lated pile resistances can be overruled This factor depends on the rigidity of the superstructure and number of CPTs see Tables A 10a and A 10b in NEN 9997 1 C1 2012 Here the user can enter its own value for Y m var qc This factor usually re sults from the maximum and minimum alternating loads as given in the Pile Properties window section 6 4 2 and calculated according to NEN 9997 1 C1 2012 art 7 6 3 3 d The d
268. hich the user does not have a license or modules for which all licenses are in use are shown grayed with the checkbox unchecked Available modules are shown as regular text with a selectable checkbox By checking a mod ule this module becomes available after the dialog window has been closed and the module has been successfully checked out by the license manager Flex LM The checkbox Show at start program can be used to cause the module selection window to appear each time the program is started Program Options CPT Interpretation D Program Options View General Locations Language Modules CPT Interpretation M Auto Cancel Help Figure 3 6 Program Options window CPT Interpretation tab Automatic copy Mark this checkbox to interpret the CPT automatically after import If the of interpretation to profile Deltares checkbox is unmarked press the Transform the interpreted CPT into a profile button in the Profile window to interpret the CPT manually 23 of 280 3 2 2 D FOUNDATIONS User Manual CPT interpretation model On the menu bar click the CPT Interpretation Model in the Tools menu to open the CPT In terpretation Model window This window displays the definition of standard CPT interpretation models and also enables the definition of a user defined interpretation model using a set of so called rules Each rule describes a certain soil type by defining the relationship be
269. how Materials sub window 12 Click the Adapt standard material parameters for current model button to adapt the material Deltares 201 of 280 D FOUNDATIONS User Manual properties to the current model 13 Click the Add from NEN 9997 1 button to add a material 14 In the NEN 9997 1 Table 1 window that opens select the materials that come closest to the data retrieved from the boring analysis given in Table 14 1 namely Loam slightly sandy moderate Clay clean moderate Peat moderate preloaded moderate Sand clean moderate 15 Manually correct the dry and wet unit weight for the Peat changing them both to lt 12 5 gt 16 For clarity s sake give the materials that have just been added a clear recognizable name by adding the text lt user defined gt to the name as shown at the bottom of Figure 14 4 To make sure the layers containing clay do not contribute to the tension force set Apply tension to False for the user defined Clay 17 D soil Materials koda Filter For D Foundations Tension Piles EC7 NL Y Show Materials Add from NEN 9997 1 C Al a Adapt standard material parameters for current model Add from Belgian Annex Soil name Soil type Gamma Gamma Friction D50 median Max cone Maximum Apply Minimum Maximum unsat sat angle resistance cone tension Void Ratio Void Ratio 3 phi type resistance Cr E KM re kN deg mm KN re H E
270. ial 1 159 10 2 Project Properties Description window o o e 160 10 3 CPT 01 TUTOR o 2 161 114 OPT OF PEI o o o dea Ge eae 162 10 5 Soil Profiles window aooaa e 163 10 6 Soil Profiles window Additional Datatab aoao aaa aa 163 10 7 Foundation Pile Types window aaau aaa 164 10 8 Creating new pile types ooo a a 165 10 9 Foundation Pile Types window Selecting dimensions 166 10 10 Foundation Pile Properties window aooaa a 167 10 11 Profiles window Detail of the Soil a aooaa a a a a 167 10 12 Calculation window oaoa aa a 168 10 13 Design Results window Chart tab aoaaa aa 169 11 1 Front and top views of the pile plan Tutorial 2 172 11 2 File Grid WINDOW lt ac asarda neniarn a A 173 11 3 Top View Foundation window Overview of the pileplan 174 Deltares xiii D FOUNDATIONS User Manual xiv 11 4 Selecta profile window aaao a 174 11 5 GeoBrain Prediction window First page aoao a 175 11 6 GeoBrain Prediction window Introduction aoao 175 11 7 GeoBrain Prediction window Geotechnics menu aaao 176 11 8 GeoBrain Prediction window Installation menu 177 11 9 GeoBrain Prediction window Result menu 1 prediction 178 11 10 GeoBrain Prediction window Result menu 2 prediction 179 11 11 GeoBrain
271. ial effective stress Refer to section 18 1 1 for background beta conus Form factor of the cone 6e Refer to section 18 1 2 for background beta paal Form factor of the pile 6p Refer to section 18 1 2 for background Diepte conus Homogeen Neerwaarts Opwaarts Gemengd m kPa kPa kPa kPa kPa 2 37 2150 1742 25 1267 60 1164 98 1153 84 2 17 2415 2415 00 1599 30 1142 69 1093 08 1 97 1365 1365 00 1365 00 1043 47 1008 54 1 77 1123 1122 50 1122 50 973 61 957 43 1 57 1217 1217 50 1186 54 941 26 914 61 1 37 1080 1080 00 1080 00 887 96 867 10 Diepte Depth conus The cone resistance qc 136 of 280 Deltares 8 3 3 8 3 3 1 View Results Homogeen Homogeneous values d of the cone resistance Refer to section 18 1 3 for background Neerwaarts Downward values d of the cone resistance for transition from non rigid to rigid layers Refer to section 18 1 4 for background Opwaarts Upward values d of the cone resistance for transition from rigid to non rigid layers Refer to section 18 1 5 for background Gemengd Mixed values of the cone resistance Refer to section 18 1 6 for back ground Overzicht gecombineerde berekening Diepte qr b0 20 qr b0 40 qr b0 2820 m kPa kPa kPa 1 77 957 43 750 25 872 49 1 57 914 61 727 37 837 84 1 37 867 10 694 32 796 26 1 17 804 01 654 06 742 53 0 97 723 41 621 16 681 49 0 77 683 68 597 06 648 16 Qr b0 2 Unit pile resistance calculated using De Beer me
272. ick on the point to display more details on this experience Refer to section 9 3 1 for a detailed description of the resulting list Deltares 157 of 280 D FOUNDATIONS User Manual GeoBrain Foundation Technology Zoom in to view individual experiences Zoom out to view the total per j Map Satellite Hybrid Province of Utrecht Total number of experiences 160 Figure 9 16 GeoBrain Experiences window search on Location 158 of 280 Zoom in to view individual experiences Zoom out to view the total per area lease the map is loading One moment pl GeoBrain Foundation Technology ep o M Good 2 M Moderate M Poor Deltares 10 Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse 10 1 This first tutorial considers the preliminary design of a pile foundation for a storehouse The objectives of this exercise are o To learn the steps needed to enter relevant data for a preliminary design such as soil and pile properties o To calculate the bearing capacity with depth of a single pile just for preliminary design purposes This preliminary design is verified in Tutorial 2 For this tutorial the following D FOUNDATIONS module is needed D FOUNDATIONS Standard module Bearing Piles EC7 NL This tutorial is presented in the file Tutorial 1 foi Introduction A new storehouse needs to be constructed in a delta environment In the light of the ex pected l
273. iew on the left of the screen This will open the Project Properties Construction Sequence window where the relative timing of CPTs with respect to the installation of the piles and the excavation can be specified With this option the user can specify if D FOUNDATIONS has to take the effect of an excava tion and or soil compaction due to pile driving into account These two effects are reducing respectively increasing the CPT values and are dependent on the time in the construction process when the CPT is executed m D Project Properties Construction Sequence 2 nee Time order CPT Excavation Install Install CPT Excavation C Excavation CPT Install C Excavation Install CPT C Install Excavation CPT C CPT Install Excavation C Excavation CPT Both before and after Install Figure 4 2 Construction Sequence window for the Bearing Piles EC7 NL model As default value the time order CPT Excavation Install is used as this is the most common order in the construction process 34 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations 4 3 Soil 4 3 1 In the tree view the Soil node contains the sub nodes Materials and Profiles which should be selected to enter or view the corresponding input data Materials In the Soil Materials window the materials and corresponding parameters for the project are entered
274. igid or as completely non rigid may be in cluded in a single schematic If a project involves a structure that is partly non rigid and partly rigid for example a building with a rigid core the user must execute at least two calculations one for the non rigid part and one for the rigid part Moreover if the structure consists of several different parts that can be considered as rigid the user must execute a calculation for each part Figure 17 4 includes an example of division into sub calculations Deltares 245 of 280 17 7 5 D FOUNDATIONS User Manual l l l l l LX A E TE o_ te l po b all l l ae l IE wl E l i l l i ee i al I E E E so Partial calculation 1 piles for rigid part of structure Partial calculation 2 piles for non rigid part of structure E Figure 17 4 Two different partial calculations required due to mixed rigidity of structure For a definition of rigid non rigid see NEN 9997 1 C1 2012 art 7 6 1 1 c Combination of superimposed load excavation If a combination of superimposed or surcharge load and excavation occurs the user en counters the following problem when calculating the bearing capacity In accordance with the standard the bearing capacity is calculated for each CPT Reduction of q values as a result of the excavation should therefore be executed for each CPT In the program a superimposed load is recorded
275. ilable however a boring done near to the farm is The soil profile given in Table 15 1 has been interpreted from this boring Table 15 1 Soil profile near to the farmhouse Number of Type of soil Top of layer relative soil layer to reference level 1 Sand clean loose Om 2 Clay clean weak 3m 3 Peat not prel weak 4m 4 Clay clean moderate 7 m 5 Sand clean moderate 16 m Entering the project data For this tutorial a new file has to be created together with a new empty profile as no CPT is available mk Create a new project by selecting New in the File menu Save itas lt Tutorial 6 foi gt 3 In the Project Properties Description window displayed enter the text lt Tutorial 6 for D FOUNDATIONS gt for Title 1 and lt Farm with a pond Shallow foundations gt for Title 2 4 SelectModel from the Project menu to change the model to Shallow Foundations 5 Select the Profiles node and cancel the import dialog that pops up 6 Select New in the Soil Profiles window This will generate an empty profile starting at O m ending at 20 m and containing Undetermined as material Edit this profile see Figure 15 2 using the values given in Table 15 1 N E Soil Profiles New Profile Layers Additional Data Summary Pressures Selected CPT Profile Ae Top Material level de _ Im H 0 000 Sand clean loose 2 3 000 Clay clean weak
276. in Figure 12 3 186 of 280 Deltares Tutorial 3 Verification of Bearing Piles for a Storehouse 3 3 Verification of Limit State STR Required by NEN EN 9997 1 2012 section 2 4 7 2 4 8 Ed lt Cd Non rigid superstructure verify load per pile with bearing capacity per pile Fed 400 000 kN Re d 492 209 kN The requirements of limit state STR are met limit state STR is ok Note Negative skin friction plays NO part in Limit State STR Its influence is incorporated in the tests for Limit State GEO and the Serviceability limit state The intermediate results provide a full overview of all values that are calculated for the negative skin friction Purely indicative the values for the negative skin friction vary from 95 kN to 120 kN per pile 3 4 Verification of Limit State GEO Required by NEN EN 9997 1 2012 paragraaf 2 4 9 NEN EN 9997 1 Sd lt Sreq Sd 99 083 m Sreq 0 150 m The settlement requirements of limit state GEO are NOT met this is NOT ok By the recommended criteria NEN EN 9997 1 onder par 2 4 9 van NEN EN 9997 1 2012 for rotation and relative rotation are theta beta 1 100 Maximum relative rotation calculated value 1 0 Maximum relative rotation required value 1 100 The maximum rotation is found between piles 2 and 8 The rotation requirements of limit state GEO are NOT met this is NOT ok 3 5 Verification of Serviceability limit state Required by NEN EN 9997
277. in the world may be limited Without a license this module is not available Note For now the feasibility options are limited to rectangular prefab piles and user defined round piles when using the model Bearing Piles EC7 NL and to user defined round piles only for the model Tension Piles EC7 NL 1 3 Limitations When working with D FOUNDATIONS several limitations apply As these limitations differ from model to model they are provided per model in the Background section The areas of application can be found in O section 17 1 for bearing piles acc to the Dutch Eurocode 7 EC7 NL O section 19 1 for tension piles acc to the Dutch Eurocode 7 EC7 NL O section 20 1 for shallow foundations acc to the Dutch Eurocode 7 EC7 NL The problem boundaries can be found in O section 17 7 1 for bearing piles acc to the Dutch Eurocode 7 EC7 NL section 19 8 1 for tension piles acc to the Dutch Eurocode 7 EC7 NL O section 20 6 1 for shallow foundations acc to the Dutch Eurocode 7 EC7 NL 1 4 Minimum System Requirements The following minimum system requirements are needed in order to run and install the D FOUNDATIONS software either from CD or by downloading from the Deltares website via MS Internet Ex plorer Operating systems 2 of 280 Deltares 15 General Information Windows 2003 Windows Vista Windows 7 32 bits Windows 7 64 bits o Windows 8 Hardware specifications O 1 GHz Intel
278. ination will make an useable pile regardless ofthe risks mentioned below An unsuitable pile can not be used Reasonably large Large Not achieving depth Significant damage caused by heavy driving Pile cracks due to tension waves Measures Below you can see if there are measures to be taken to reduce the risk of significant damage caused by heavy driving Reasonably Not Risk None Small large Large feasible Jetting Suitable driving cap Pre drill Adjust drop height Use an expert crew Go to Report to download the input and results as a pdf file 4 Figure 9 6 GeoBrain Prediction window Result menu 9 2 5 GeoBrain Prediction Prediction Report To get a complete report in PDF format containing the input and results click on the link View the report here as a pdf file in the Report menu Figure 9 7 GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report A View the report here as a pdf file Figure 9 7 GeoBrain Prediction window Report menu The Prediction Report window opens Figure 9 8 with the default Internet Explorer program 150 of 280 Deltares Feasibility module Using the appropriate icon on the menu bar this prediction report can either be printed and or saved as a PDF document nalA 51 eel i gs ar Y GeoBrain Foundation Technology Result prediction Suavity ple YI Not achieving depth Signific
279. ing layer boundaries in the table layers can be added graphi cally using the Add boundary button Press this button and click anywhere in the graph a new layer is selected on that position After enough layers have been added press the Edit button select a layer boundary and drag it to the proper position To change the material select the required one from the toolbox on the left side of the screen beneath the tree view drag this material to the layer of choice and drop it onto the layer 19 Switch to the Pore Pressure and OCR tab to check that all pore pressures are lt 0 gt and that all OCR values are lt 1 gt If the phreatic groundwater level and water pressure of the first aquifer are different this can have an influence on the tension bearing capacity of the piles Excess pore pressures which can be negative with depth in that case can occur An OCR of 1 means that the soil is not over consolidated An over consolidated soil has been preloaded either by an actual load on the surface or by other soil layers which have consequently eroded Materials Pore Pressure and OCR Ae Ad pore pr Ad pore pr OCR at top at bottom Ae kN m2 kN m2 H bi 0 00 0 00 1 00 3 T2 0 00 0 00 1 00 13 0 00 0 00 1 00 4 0 00 0 00 1 Figure 14 6 Soil Profiles window Pore Pressure and OCR tab 20 Switch to the Additional Data tab and fill in values of lt 2 m gt for the Phreatic level lt 24 m g
280. input of soil data needed for these basic design calculations is now complete Optionally the actual soil parameters used in the calculation can be reviewed under the node Materials 10 5 Defining the foundation The next step is to input data on the foundation to be used For a preliminary design the pile type needs to be defined 17 To define the pile types for this tutorial click the Pile Types node in the tree view When this node is selected for the first time D FOUNDATIONS creates a new pile type and shows its properties in the Foundation Pile Types window Foundation Pile Types Rect 250x250 koka y Pile shape Dimensions N SS Base width a m 0 250 at nu fi A ES i b E Fo Oa E Nr Base length b m 0 250 i i i ema o se nr een eae Pile type tit AE erie i i y i i Pile type Prefabricated concrete pile bd i i tit pS i i tid Pile type for as sand gravel refabricated concrete pile E fo 0100 as clay loam peat Ac b EJ N A PEE Eo ee Op Z E 1 0000 t A load setlement curve Displacement pile z Y Additional pile info Material Concrete Z Young s modulus kN m2 2 000E 07 SE Slip layer None Z Representative adhesion kN m2 0 00 5 F Ht Overrule pile factors tit Pile tip cross section factor
281. into four separate groups as described below o Group 1 Benchmarks for Bearing Piles EC7 NL model Group 2 Benchmarks for Bearing Piles EC7 B model Group 3 Benchmarks for Tension Piles EC7 NL model Group 4 Benchmarks for Shallow Foundations EC7 NL model All benchmarks are calculated using spreadsheets As much as software developers would wish they could it is impossible to prove the correct ness of any non trivial program Re calculating all the benchmarks in this report and making sure the results are as they should be will prove to some degree that the program works as it should Nevertheless there will always be combinations of input values that will cause the program to crash or produce wrong results Hopefully by using the benchmark verification procedure the number of times this occurs will be limited The benchmarks are all described in detail in the Verification Report available in the installa tion directory of the program The input files belonging to the benchmarks can be found on CD ROM or can be downloaded from our website www deltaressystems com geo downloads download page Deltares 275 of 280 D FOUNDATIONS User Manual 276 of 280 Deltares 23 Literature CUR 2001 Publicatie 2001 4 Design rules for Tension Piles De Beer E 1971 1972 M thodes de d duction de la capacit portante d un pieu partir des r sultats des essais de p n tration Annales des
282. ion but will suggest better values to be used The result of the preliminary calculation is the net bearing capacity Re net a for each CPT as a function of the pile tip level The results are displayed in tables per pile type as well as ina graph Reneta is an inferred entity which does not appear in the standard It is defined as Reneta Romaka Hed 4 2 The calculation value of the maximum bearing capacity Re maz a for each CPT is also an inferred value and is as such not included in the standard In the standard the calculation value of the bearing capacity is determined for each examined foundation and not for CPTs individually The results for each trajectory level are presented in a table as well as in a graph Both the table and graph can be viewed with the Design sub node in the Results node For more information on viewing results refer to chapter 8 Preliminary design Bearing capacity at fixed pile tip levels This option is used to obtain an indication of the net bearing capacity in relation to the pile tip level of each CPT The result of this calculation is the maximum bearing capacity point resistance shaft friction for each CPT The calculation value of the maximum bearing capacity F maz a for each CPT is an inferred value and is as such not included in the standard In the standard the calculation value of the bearing capacity is determined for each examined foundation and not for CPTs individually Also
283. ion needs to be reduced when an eccentric vertical load acts on the foundation This results in a much lower vertical bearing capacity This reduction of the surface area is performed automatically by D FOUNDATIONS when a horizontal or eccentric vertical load is input Deltares 213 of 280 D FOUNDATIONS User Manual The representative value of the horizontal load is 0 5 kN m For a strip 10 m long this results in a total horizontal load of 5 kN which can be entered as the value of the Horizontal Design load tor Serviceability limit state To calculate the value for Limit state STR GEO this load must be multiplied in this case by the partial factor of 1 3 resulting in a load of 6 5 kN The horizontal load acts on reference level 3 m and the foundation level is at reference level 1 m The Initial eccentricity to foundation level Eh therefore equals 4 m for both limit state STR GEO and serviceability limit state LA Foundation Loads Load 1 Vertical Load Limit State Serviceability STR GEO Limit State Initial eccentricity along latitudinal axis Ew m 0 00 0 00 Initial eccentricity along longitudinal axis El m 0 00 0 00 Design load kN 144 00 120 00 Horizontal Load Angle between load and longitudinal axis kappa deg 90 00 Limit State Serviceability STR GEO Limit State Initial eccentricity to foundation level Eh m 4 00 4 00 Design load kN 6 50 5 00
284. it Figure 10 5 Soil Profiles window The profiles that have resulted from this interpretation will be used for the remainder of this tutorial the right hand profile and will function as input for the preliminary design calcula tions There is one more parameter that needs to be inputted here namely the level in the soil profile where the skin friction changes from negative into positive Based on a visual inspec tion of the CPT it can be assumed that this is at reference level 13 m at the top of the bearing sand layer and just below the soils that are susceptible to settlement 15 Switch to the Additional Data tab and fill in this value in the input field Top of positive skin friction zone and in the input field Bottom of negative skin friction zone The default values provided for the other parameters on this tab are as required for this design case and need not to be changed Layers Additional Data Summary Pressures Phreatic level m Fra Copy From Pile tip level m 2756 Copy To Overconsolidation ratio of bearing layer 1 00 Top of positive skin friction zone m jao Bottom of negative skin friction zone m jao Expected ground level settlement m pn Figure 10 6 Soil Profiles window Additional Data tab Deltares 163 of 280 D FOUNDATIONS User Manual 16 Switch from one profile to the other by clicking in the tree and apply this data to the other profile as well The
285. itle 2 D Foundations Project Pile Properties ate 10 19 2010 Use current date Geotechnical consultant Design engineer superstructure Principal Location For the Bearing nodes Figure 5 1 Main window for the Bearing Piles EC7 B model Piles EC7 B model the tree view contains the following nodes and sub Project Use this option to describe and identify the project Properties Description Soil Use this option to enter the soil material properties Materials Soil Use this option to enter and view a soil profile for each CPT as well as Profiles to enter additional data related to the CPT The phreatic level can be defined here too Foundation Use this option to enter the required pile types The pile type can be Pile Types specified and its dimensions entered Foundations Use this option to define the pile plan Apart from the pile position the Pile Properties pile head level a superimposed load next to the pile if required and the pile load are entered here This data can at least for now be entered for only one pile as the Belgian Annex does not cater to pile groups Deltares 73 of 280 D FOUNDATIONS User Manual Foundations Use this option to display a graphic representation of entered piles and Top View CPTs Foundation Calculation Use this option to specify the calculation settings and verification
286. ity due to large grain sizes for sand and clay for the Tension Piles model It should be noted that the pile type Prefabricated screw pile with grout is still part of this version eventhough it is no longer mentioned in the new NEN It is kept so users are able to recalculate their old projects using this type It is therefore advised not to use this type in new projects Next to the changes in the pile class factors other changes are Bearing Piles model EC7 NL the safety factor for pile groups when calculating the negative skin friction is reduced from 1 4 to 1 2 4 of 280 Deltares General Information o Bearing Piles model EC7 NL the Young s modulus for wood has been changed from 15 000 000 kN m to 3 600 000 kN m Besides the changes in the code also the next problems are addressed in this version Tension Piles model EC7 NL the Report Selection option did not work correctly This is fixed All Pile Models Design Results window The next process led to an error perform a de sign calculation go to design results gt Tab Text gt change upper limit for instance gt click in the text gt RichEdit line insertion error This is now fixed Bearing Piles model EC7 NL in some cases the determination of the bearing capacity of open ended steel pipe piles went wrong taking into account a wrong pile tip area This is now fixed Finally some improvements were made to the text in error messages
287. k i Vd 20 000 Vg v d 0 000 b 1 000 1 11 000 Va Calculation value of the vertical load Mond Calculation value of the extra load of soil when the foundation level is displaced with respect to punch b Effective width of the foundation element Effective length of the foundation element A first approach to the settlement to determine the 20 limit layer NEN 9997 1 C1 2012 This is the deepest layer where the increase in vertical force is still greater than 20 To gain an impression of the sensitivity of the 20 limit a 5 limit layer has also been determined This should be seen as additional information The first approach is based on Fs v a as the point load Deltares 141 of 280 D FOUNDATIONS User Manual Bepaling initieel effectief oppervlak A Va 20 000 Vg v d 0 000 b 1 000 1 11 000 le benadering zakking ter bepaling van de 20 Norm en 5 als aanvullende info grenslagen Hierbij wordt uitgegaan van Vd als puntlast diepte dsigma v 1 0 65 3819 719 10 636 35911 88 2 0 75 424 413 12 273 3458 18 3 0 85 152 789 13 864 1102 08 4 0 95 77 953 15 409 505 89 5 1 05 47 157 16 955 278 14 6 1 15 31 568 18 545 170 22 7 1 25 22 602 20 182 111 99 8 1 35 16 977 21 818 77 81 3 1 45 13 217 23 455 56 35 10 1 55 10 581 25 091 42 17 LE 1 65 8 661 26 727 32 41 12 1 75 7 221 28 364 25 46 13 1 85 6 112 30 000 20 37 14 1 95 5 240 31 636 16 56 15 2 05 4 542 33 273 13 65 16 2 15 3 975 34
288. l excavation etc When using the tension piles model the relevant requirements of NEN 9997 1 C1 2012 and the capabilities and limitations should be taken into account These are explained in more detail in the following sections section 19 8 1 Problem boundaries section 19 8 2 Variation in the pile tip level section 19 8 3 Skin friction zone section 19 8 4 Non rigid rigid section 19 8 5 Combination of superimposed load excavation Deltares 261 of 280 19 8 1 19 8 2 19 8 3 D FOUNDATIONS User Manual Problem boundaries Because the D FOUNDATIONS model cannot be supplied with unlimited memory the limits given in Table 19 2 apply to the maximum problem size Table 19 2 Limits applied to the maximum problem size Maximum number of pile types 100 Maximum number of piles in pile plan 200 Maximum number of CPTs i e soil profiles 350 Maximum number of qc values per CPT 5000 Maximum number of layers per soil profile 100 Maximum number of iterations during design 151 Variation in the pile tip level Although desirable in practice the use of a single pile tip level in a project is not always feasible Variation in the soil layers for the executed CPTs may force designers to use different pile tip levels The tension piles model therefore allows users to define the required pile tip level for each CPT using the option Bearing capacity at fixed pile tip levels section 6 6
289. l san modstiff Clay 19 00 19 00 i BClay sl san stiff Clay 1900 1900 8 BClay sl san weak Clay 17 00 17 00 9 Ml BGravel clean moderate Gravel 19 00 21 00 110 MM BGravel clean stiff Gravel 1900 21 00 11 I BGravel ve sil moderate Gravel 2000 22 00 12 BGravel ve sil stiff Gravel 20 00 2200 113 2 BLoam clean moderate Loam 1900 19 00 14 BLoam clean modstiff Loam 20 00 20 00 15 BLoam clean stiff Loam 20 00 20 00 116 BLoam clean weak Loam 18 00 18 00 17 BLoam sl san moderate Loam 1900 1900 118 BLoam sl san modstiff Loam 2000 2000 19 BLoam sl san stiff Loam 20 00 20 00 120 BLoam sl san weak Loam 18 00 18 00 21 BPeat sl san moderate Peat 1400 14 00 22H BPeat sl san stiff Peat 14 00 1400 23 BPeat sl san weak Peat 1200 1200 24 BSand clean loose Sand 17 00 1900 25 BSand clean moderate Sand 18 00 20 00 26 BSand clean stiff Sand 1800 20 00 27 BSand ve sil loose Sand gt 17 00 19 00 28 BSand ve sil moderate Sand 18 00 20 00 29 BSand ve sil stiff Sand 1800 20 00 30__ Clay clean moderate Clay 19 00 19 00 31 Clay clean stiff Clay 20 00 20 00 132 Clay clean weak Clay 1700 17 00 33 Clay organ moderate Clay 16 00 1600 34 Clay organ weak Clay 15 00 1500 35 Clay sl san moderate Clay 20 00 20 00 36 Clay sl san stiff Clay 21 00 21 00 37 Clay sl san weak Clay 18 00 18 00 38 Clay ve san stiff Clay 2000 20 00 3
290. lambda_c 1 000 lambda_q 1 000 lambda_g 1 000 ic 1 000 iq 1 000 ig 1 000 sc 1 351 sq 1 264 sg 0 700 Ne 11 188 Nq 4 068 Ng 1 682 Sv z d 17 000 S max d 95 978 lambda c 1 00000 lambda q 1 00000 lambda g 1 00000 ae 4 860 te 1 810 op basis van phi 30 00 dpRd 124 851 Vd 71 701 gedraineerd pons dus verticale draagkracht voldoet Calculation case Berekeningsgeval 1 C1 2012 Parameters Results without punch NEN 9997 1 C1 2012 art 6 5 2 2 1 le Reduction factor for the gradient of the load on the effect of the cohesion dq Reduction factor for the gradient of the load on the effect of the soil cover ty Reduction factor for the gradient of the load on the effect of the effective weight of the soil under the foundation surface Se Form factor for the effect of the cohesion Deltares 139 of 280 The type of calculation to be executed for the determination of the soil parameters between cases A B or C see art 6 5 2 2 h of NEN 9997 D FOUNDATIONS User Manual Ce d Fed Ged dRa Va gjujd Form factor for the effect of the soil cover Form factor for the effect of the effective weight of the soil under the foundation surface 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
291. le Click this button to restore the original dimensions of the view 7 4 Calculations To start a calculation click the Calculation node in the tree view A window opens where in the top part of the window various options are available section 7 4 1 in the bottom part of the window and information related to the type of calculation to be performed can be specified section 7 4 2 Once all the information is correct click Start to begin the calculation LA Calculation Rigidity of superstructure Overrule parameters Model options Non tigid at nr Py Va stRGEo Rigid Yh E 1 00 I Use interaction model a Y phi E 00 Limit state Serviceability Y funde H EQU GEO Limit State E 1 00 Deformation O Yges Maximum allowed settlement mm 150 150 Yo C Maximum allowed relative rotation1 100 300 Y Ca Options Calculation Optimize Dimensions C Maximize Vertical Loads Verification Figure 7 13 Calculation window for Shallow Foundations EC7 NL model 7 4 1 Options for a Shallow Foundations calculation Before performing a calculation a number of options need to be specified These will apply to all shallow foundations Rigidity of superstructure Overrule parameters Model options Non tigid ho SCO y Ygstryceop l C Rigid _ T ats g 1 00 F Use interaction model mi J 11 00 o H Deformation o ry g froo Limit state Serviceability
292. le 2 b of NEN 9997 1 C1 2012 with the most likely soil type by matching the cohesion and the friction angle of the current material The user can choose either to Copy the NEN parameters or to Keep the current parameters When choosing for the first option only the soil properties will be updated not the name of the current material Match Material Clay organ weak LX This material has a cohesion of 2 kN m2 and a friction angle of 15 degrees When matched with NEN 9997 1 table 1 the most likely soiltype is Peat not preloaded weak C Copy the NEN parameters only to this material Cancel Help Figure 4 6 Match Material window 4 3 2 Profiles Different actions are possible in the Soil Profiles node of the tree view section 4 3 2 1 Adding a profile section 4 3 2 1 Modifying an existing profile section 4 3 2 3 Viewing and editing the layers representation of a profile section 4 3 2 4 Entering additional data section 4 3 2 5 Viewing the soil profile section 4 3 2 6 Viewing the pressures profile if available 000000 4 3 2 1 Adding Profiles The profiles for a project are displayed as sub nodes in the tree view below the node Soil Profiles To add a profile three options are available Ames Add a profile by importing a CPT from file in CPT GEF HTM HTML or SON format through the Import CPTs from file window Import fom Dino Ad a profile by importing a CPT from the DINO database Dat
293. le Properties node in the tree view 30 In the window that opens simply click the first row to enter a pile Note that the X and Y co ordinate and the pile head level by default are derived from the CPT data available For this case these default values are ok 31 Set the Pile Head Level to lt 0 m gt This example assumes that within the building area the soil level will be raised with 0 5 m by adding a layer of sand This will be done after driving the piles to improve the accessibility of the site This embankment corresponds to a surcharge load of 9 kN m 32 Enter lt 9 gt in the Surcharge column in the table More piles do not need to be added at this stage For a preliminary design a single pile is considered in default A pile plan can only be considered in a design stage 166 of 280 Deltares Tutorial 1 Preliminary Design of Bearing Piles for a Storehouse JA Foundation Pile Properties kakae Es Name 3 hi 3 xl E x Im 119995 00 Y Pile head level m mAL 49995 00 0 00 Surcharge Limit state STR GEO Serviceability Limit state kN m2 kN kN 9 00 0 00 0 00 E Figure 10 10 Foundation Pile Properties window 10 7 Making a preliminary design The next step is to perform a preliminary design calculation for which only a single pile is considered 33 Switch back to the Soil Profiles window in order to view the soil profiles This will allow
294. lect a previously saved FOP file for the pile type currently selected When the appropriate file has been located and opened the pile types in the FOP file are added as new nodes under the Pile Types node Pile Properties Use the Foundation Pile Properties window to define the positions of the piles and the loads for the project There are several ways to do this as described hereafter J Foundation Pile Properties A Je Nema x Y Pile head level Surcharge Limit state STR GEO Serviceability Limit state seh im im MRL KN m2 KN or gt Pos 1 0 00 0 00 0 50 0 00 1800 00 1400 00 Jx Pos 2 0 00 7 90 0 50 0 00 1800 00 1400 00 Pos 3 0 00 10 10 0 50 0 00 1800 00 1400 00 Pos 4 0 00 18 00 0 50 0 00 1800 00 1400 00 ee Pos 5 6 70 0 00 0 50 0 00 1800 00 1400 00 Pos 6 6 70 7 90 0 50 0 00 1800 00 1400 00 Pos 7 6 70 10 10 0 50 0 00 1800 00 1400 00 Pos 8 6 70 18 00 0 50 0 00 1800 00 1400 00 Pos 9 8 90 0 00 0 50 0 00 1800 00 1400 00 Pos 10 8 90 7 90 0 50 0 00 1800 00 1400 00 m Aest Pos 11 8 90 10 10 0 50 0 00 1800 00 1400 00 _ Pos 12 8 90 18 00 0 50 0 00 1800 00 1400 00 Pos 13 14 50 0 00 0 50 0 00 1800 00 1400 00 Pos 14 14 50 7 90 0 50 0 00 1800 00 1400 00 Pos 15 14 50 10 10 0 50 0 00 1800 00 1400 00 Pos 16 14 50 18 00 0 50 0 00 1800 00 1400 00 Pos 17 16 70 0 00 0 50 0 00 1800 00 1400 00 Pos 18 16 70 7 90 0 50 0 00 1800 00 1400 00 Pos 19 16 70 10 10 0 50 0 00 1
295. les EC7 NL and Shallow Foundations EC7 NL models the soil weight has a beneficial effect on the bearing tension capacity so the low values much be chosen The program will for each calculation only use the materials as selected in the Materials window 92 of 280 Deltares 6 3 1 2 Tension Piles EC7 NL Input amp Calculations It will never take values from the standard tables directly So the user must make sure the proper values have been selected For instance when first performing a Bearing Piles EC7 NL calculation with high values the user should adapt the values before performing a Tension Piles EC7 NL calculation by clicking the _ Adept standard material parameters forcurertmodel_ button in the Soil Materials window Note Only the parameter Dso Median required for the soil types Gravel and Sand must always be provided by the user D FOUNDATIONS provides a default Ds but if the soil is coarse grained then the correct value will need to be input for correct calculation Materials Add manually The Insert row Add row and Delete row 3 buttons can be used to help build the table of data To enter or modify soil information manually enter the following information in the Soil Materials window Color The color of a material may be changed by clicking on it and selecting one of the pre defined basic colors from the window that opens or a custom color to be created by the user Soil
296. level and lowest excavation level The bottom limit value End must be at least as high as the shallowest CPT The Interval must be chosen so that no more than 151 calculations will be performed The results for each trajectory level are presented in a table as well as a graph Both the table and graph can be viewed with the Design sub node in the Results node Depending on the geometry for each single pile or group of piles with equal parameters pile type pile dimensions distance to excavation loading and geometry the design value of the capacity in tension Fr tension d Pull out force Max mobilized soil weight and the effective weight of the pile as function of the pile tip level is given For more information about viewing results refer to chapter 8 Note The effective weight of the pile is included in R q as well in the pull out force Preliminary design Bearing capacity at fixed pile tip levels This option is used to obtain an indication of the bearing capacity in relation to the pile tip level of each CPT The results of this calculation are the design value of the capacity in tension F a pull out force Max mobilized soil weight and the effective weight of the pile for each CPT at its fixed pile tip level These results are displayed in a table that can be viewed using the Design sub node in the Results node For more information about viewing results refer to chapter 8 Note The effective weight of the pile is in
297. level of 24 m a tension force of 440 kN can be read Looking it up in the Text tab the value actually equals 442 67 kN Note This force does include the pile weight Conclusion This tutorial has shown how to determine the bearing capacity for tension for the middle pile of a group in accordance with EC7 NL NEN 9997 1 C1 2012 It has also shown how to construct a soil profile manually and how to overrule default parameters Naturally in a later stage additional soil investigation needs to be done to check whether the soil profile used really resembles the situation at site Deltares 209 of 280 D FOUNDATIONS User Manual 210 of 280 Deltares 15 Tutorial 6 Farm with a Pond Shallow Foundations 15 1 This tutorial describes how to check the vertical bearing capacity of an existing shallow foun dation Calculations are then performed to give an indication of whether this shallow founda tion still has enough bearing capacity and will remain stable under a new loading situation The objectives of this exercise are To learn how to use D FOUNDATIONS to design a shallow foundation in accordance with EC7 NL NEN 9997 1 C1 2012 o To learn how to interpret the results of such a design For this tutorial the following D FOUNDATIONS modules are required D FOUNDATIONS Standard module Bearing Piles EC7 NL Shallow Foundations module EC7 NL This tutorial is presented in the file Tutorial 6 foi Introduction to th
298. lity of a given design With regards to this project the prediction of the drivability showed only very small risks A review of experiences with comparable projects showed that serious problems were never encountered Hence it s safe to conclude that the chosen solution is feasible 184 of 280 Deltares 12 Tutorial 3 Verification of Bearing Piles for a Storehouse 12 1 A preliminary design step can only be used in order to obtain a first impression of the bearing capacity with depth for a single pile foundation In this tutorial D FOUNDATIONS will be used to verify the design from the first tutorial to see if it is actually correct The objectives of this tutorial are o To verify the preliminary design from Tutorial 1 chapter 10 For this tutorial the following D FOUNDATIONS module is needed D FOUNDATIONS Standard module Bearing piles EC7 NL This tutorial is presented in the files Tutorial 3a foi and Tutorial 3b foi Introduction to the case In the first tutorial a preliminary design for a storehouse foundation was made based on the results of two CPTs and two given pile types It was concluded that square concrete piles with a length of 14 9 m would probably be sufficient for a rigid superstructure section 10 8 The necessary requirements for assuming a rigid superstructure are given in NEN 9997 1 01 2012 art 7 6 1 1 c front view cone resistant in MPa 0 5 10 15 20 25 30 35 0 4 COEN EEE single pile
299. ll be reduced by 25 For gravel with Dsy gt 2 mm a will be reduced by 50 Max cone Choose the type of reduction of the cone resistance to be used when calcu resistance lating the shaft friction Selecting Standard will cause the cone resistance type to be reduced to either 12 MPa or 15 MPa depending on the trajectory of high qe values as required by NEN 9997 1 C1 2012 Selecting Manual will cause the input user defined value in the Maximum cone resistance field to be used as the new maximum value Deltares 93 of 280 6 3 1 3 6 3 2 6 3 2 1 6 3 2 2 6 3 2 3 D FOUNDATIONS User Manual Maximum Enter the manual value for the maximum cone resistance in this field All cone values in the CPT results larger than the maximum cone resistance will be resistance set to this maximum for the calculation of the shaft friction only This value will only be used by D FOUNDATIONS if Max cone resistance type is set to Manual Apply Mark the checkbox to allow tension capacity in the material or unmark the tension checkbox to define the material as having no tension capacity The shaft friction factor for materials without tension capacity is set to zero Minimal The minimum maximum voids ratios are used to allow for soil compaction Maximal The values entered in these fields must lie between O and 1 For Dutch Void Ratio conditions the values 0 8 maximum void ratio and 0 4 minimum void ratio are recommended Materials
300. lt 4 5 m gt derived from the ratio 1 3 and the Berm width of lt 1 2 m gt DP soit Stopes a 3 Berm width B Slope length L Slope height H a Nene in in in Ae P Pond Slope 1 20 4 50 1 50 B 7x FPN rR or Note the slope is always situated along the length of the foundation element Figure 15 11 Soil Slopes window 18 Switch to the Foundation Plan window and add a second row by clicking the Add row button Then select the lt Pond Slope gt in the last column of the table Figure 15 12 Deltares 217 of 280 D FOUNDATIONS User Manual 9 Foundation Foundation Plan Ce Jle x Je Name x y Matching type Angle Matching load Matching profile Nearby slope m m H deg H E 3p EN 0 00 0 00 Rect 600x1000 0 00 Load 1 gt New Profile None x 3x 2 0 00 0 00 Rect 600x1000 0 00 Load 1 New Profile Pond Slope E Edl X X Figure 15 12 Foundation Plan window Note The position X and Y coordinates do not need to be changed When calculating alternatives i e different possible solutions for one problem all elements may be located at the same position in the foundation plan as the alternatives are all calculated by themselves Only when performing a calculation of a real foundation plan i e multiple elements in one plan which interact with each other it is needed to physically separate the el
301. manually Material Materials can be selected from the list of soil layers that were entered in the Soil Materials window Soil layers can be added to the profile by clicking the Add boundary button and clicking anywhere in the graphic representation of the profile to add a layer below that level Layer boundaries can be changed dragging them upwards or downwards using the mouse While dragging the level is indicated in a panel below the button bar and the table is updated con tinuously 4 3 2 4 Additional Data D soil Profiles 01 Layers Additional Data Summary Pressures Phreatic level Im 1 38 Copy From Pile tip level m 27 28 Copy To Overconsolidation ratio of bearing layer 1 00 Top of positive skin friction zone m 27 28 Bottom of negative skin friction zone m 0 88 Expected ground level settlement m 10 11 Figure 4 17 Soil Profiles window Additional Data tab for Bearing Piles EC7 NL model Under the Additional Data tab the following information may be entered Phreatic level This value specifies the dividing level between the dry soil above the phreatic level and the wet soil below the phreatic level The default value used by D FOUNDATIONS corresponds to the ground level of the imported CPT file GEF CPT DOV or SON lowered by 0 5 m 48 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations Pile tip level Overconsolidation ratio of bea
302. model 114 NEN 9997 1 Table 1 window for Shallow Foundations EC7 NL model 115 Belgian Annex window for Shallow Foundations EC7 NL model 116 Soil Profiles window Additional Data tab for Shallow Foundations EC7 NL WW soa ke ee ee A eee Ge ha eee A ee here oe Ew 118 Soil Profiles window Additional Datatab 0 119 Soil Profiles window Summary Pressures tab 120 Deltares List of Figures 7 8 Soil Slopes window o 00 0 ee ee 120 7 9 Foundation Types window for Shallow Foundations EC7 NL model 121 7 10 Foundation Loads window 0 a 122 7 11 Foundation Foundation Plan window 1 ee 123 7 12 Foundation Top View Foundation window for Shallow Foundations EC7 NL a e ea a A tte Sere ue Ge we Ge 124 7 13 Calculation window for Shallow Foundations EC7 NL model 125 7 14 Calculation window for Shallow Foundations EC7 NL model 125 7 15 Calculation options for the Shallow Foundations EC7 NL model 127 7 16 Calculation window Options sub window for an Optimize Dimensions calculation127 7 17 Calculation window Options sub window for a Maximize Vertical Loads calcu E a E ee ee eS we ee we 128 8 1 Load Settlement Curve window 2 5 2 2 e 131 8 2 Design Results window Header 2 0 00 ee eee eee es 132 8 3 Design Results window Header
303. mport CPTs from file window to create a soil profile D FOUNDATIONS will automatically generate four square piles with width 220 250 290 and 320 mm and with a pile type depending on the model For Bearing Piles EC7 NL model prefabricated concrete pile For Bearing Piles EC7 B model precast concrete pile For Tension Piles EC7 NL model driven straight sided precast concrete pile D FOUNDATIONS will also add a single pile in the pile plan with the horizontal co ordinates of the CPT shifted with 5 m and a Pile head level equal to the ground level Export Active Window Use this option to export the contents of the active window as a Windows Meta File wmf for pictures and as text file txt for the input file Export Report Use this option to export the report that results from a calculation in Portable Document Format pdf Rich Text Format rtf HTML htm or html or ASCII text format txt Page Setup Use this option to define the way plots and reports should be printed Here the printer paper size orientation and margins can be defined For plots it can also be specified whether and where axes are required Click Autofit to let the program define the best fit for data on the page Print Preview Active Window Use this option to display a preview of the printout of the current contents of some of the input windows such as Top View Foundation and Excavation window Print Active Window Pri
304. n Foundation Top View Foundation Calculation Results Intermediate Report 7 2 Soil 7 2 1 Use this option to enter the loads together with their initial eccentricities both for limit state STR GEO and serviceability limit state For horizontal loads the angle in the horizontal plane between the load and the longitu dinal axis of the foundation element can also be specified Use this option to define the foundation plan For each position the corre sponding element type and the angle in the horizontal plane at which the element must be placed can be entered A load soil profile and slope if any can also be linked to each element Use this option to display a graphic representation of the layout of the en tered foundation element s and profiles Use this option to specify the calculation settings and verification require ments and to execute the calculation Use this option to view the intermediate results file if there is one Whether or not calculation results are written to this file is determined by enabling the Write intermediate results checkbox in the Calculation window Use this option to view the output file This file contains the calculation results and the input data In the tree view the Soil node contains the sub nodes Materials Profiles and Slopes which should be selected to enter or view the corresponding input data Materials In the Soil Materials window the materials and corr
305. n be set for viewing data Open the Calculation window 9 Display the contents of online Help Display the geo software s page of the Deltares Systems website www deltaressystems com Tree view The tree view on the left side of D FOUNDATIONS main window can be used to navigate through all input calculation and result windows of the program When no project is open the tree view has no function Figure 2 5 D D Foundations File Project Calculation Results zu D 4 No project selected Figure 2 5 D Foundations tree view when no project is opened After a project has been opened by choosing New New Wizard or Open from the File menu the tree view shows an overview of all available input windows Figure 2 6 Deltares 13 of 280 2 2 4 D FOUNDATIONS User Manual D D Foundations Bearing Piles EC7 P File Project Calculation Results D cE E Project Properties Description Construction Sequence E Soil Materials B Profiles 0 02 E Foundation E Pile Types Rect 250x250 RectEnl 400x420 Pile Properties Top View Foundation Excavation Calculation B Results Load Settlement Curve Design Intermediate Report Figure 2 6 Tree view when a Bearing Piles EC7 NL project is opened The available input windows of the tree view depend on the selected model Refer to section 4 1 for Bearing Piles EC7 NL Refer to section 5 1 for Bearing Piles EC7 B Refer to section 6 1 for Te
306. n enlarged base that causes relaxation of the soil around the shaft during the installation process Normally this value would be derived from figure 3 in the Belgian Annex Factor 3 Here the value for 3 can be overruled This factor normally depends on the number of CPTs number of piles and also whether the construction of the superstructure can be considered to be rigid The factor would normally be derived as described in articles 5 6 4 and 5 6 5 in the Bel gian Annex NOTE The automatic determination 3 of does NOT take into account the special case where for each pile a CPT is performed within a max imum distance of 3 x Deeg of the pile In that case z would have a value of 1 08 For such a special case it is advised to use this overrule option Deltares 85 of 280 5 4 2 D FOUNDATIONS User Manual Factor 4 Here the value for 4 can be overruled This factor normally depends on the number of CPTs number of piles and also whether the construction of the superstructure can be considered to be rigid The factor would normally be derived as described in articles 5 6 4 and 5 6 5 in the Bel gian Annex NOTE The automatic determination 4 of does NOT take into account the special case where for each pile a CPT is performed within a max imum distance of 3 x Dy eq of the pile In that case 4 would have a value of 1 08 For such a special case it is advised to use this overrule option Yr d Here the value for 7 q t
307. n for limit state EQU is concluded with a consideration of the total stability and the tilting stability according to the requirements in NEN 9997 1 C1 2012 article 6 5 4 1 P If these are not satisfied this is indicated by means of a reference to the additional calculation methods of NEN 9997 1 C1 2012 Chapter 11 Fs v d sand solid Aef original effective foundation surface Aef effective foundation surface with punch Figure 20 1 Finding A 20 3 2 Verifying limit state GEO and serviceability limit state Verification of limit state GEO and serviceability limit state is implemented in the shallow foundations model in the following way When calculating the settlements the so called sun of Newmark an alternative method of fered in NEN is not used by D FOUNDATIONS to determine the increase in stress This graphical method is not really suitable for use in a computer model so the increase in stress is instead calculated using the formula specified in the explanation of article 6 6 2 d of NEN 9997 1 C1 2012 An added advantage of this is that it provides the users with a control mecha nism as they can now define the concentration value according to Fr hlich The default value 266 of 280 Deltares 20 4 Shallow Foundations model EC7 NL of 3 used by the program follows the model described by Boussinesq whilst by entering the value as 4 the user can simulate a stiffness that increases with depth Special attenti
308. n imported so the soil profile can be built up by following these steps 8 Select the lt NEN Rule gt as CPT Rule and fill in a large value for the Min layer thickness say lt 10 m gt and click the Transform the interpreted CPT into a profile button 21to copy the interpretation to a new profile The profile is now reduced to only a few layers with the same material as shown in Figure 14 3 9 Soil Profiles CPT 01 Lolle Layers Additional Data Summary Pressures Selected CPT Profile ES Materials Pore Pressure and OCR o De e Top Material M level 4 EA 2 E b1 0 690 Sand ve sil loose X El px 12 10 690 Sand ve sil loose P 13 20 690 Sand ve sil loose 5 fj a A A a ea Z gt 1 20 CPT Rule NEN Rule gt an z ane m g m A Min layer thickness m 10 00 Edit Figure 14 3 Soil Profiles window using NEN Rule and a minimum layer thickness of 10m 9 In the table select Undetermined from the drop down menu for the Material of each layer Now the only information still retained from the CPT is its surface level Now the soil parameters based on the information of the boring can be added Use will be made of the standard table NEN 9997 1 C1 2012 that is provided with D FOUNDATIONS when filling in the material data 10 Switch to the Soil Materials window 11 Select Used materials only in the S
309. n levels do not coincide with layer boundaries as they should an extra layer boundary specific for the calculation is added to the profile in order to be able to perform a successful calculation Only in the case of overlapping defined skin friction zones is calcula tion not possible and an error message is displayed If it does not involve a design calculation where automatic adjustment of skin friction levels is necessary the adjustments are displayed as a warning in the output file and the original and adjusted levels are specified Use of prefabricated pile with reinforced tip When a prefabricated pile with a reinforced tip is used and calculation of positive skin friction is desirable the maximum positive skin friction zone must be limited to the height of the reinforcement in accordance with NEN 9997 1 C1 2012 art 7 6 2 3 c as already stated If the top of the positive skin friction zone is specified as being above the reinforcement it is automatically adjusted so that the maximum skin friction zone matches the height of the reinforcement Here the top of the reinforcement does not have to be located at a layer boundary In this exceptional case the program itself applies an individual layer boundary if necessary in order to calculate the maximum positive skin friction Non rigid rigid One restriction when creating schematics is that for each calculation only parts of structures that can be considered either as completely r
310. n making calculations in this type of project Surcharge loads can only be included in the calculation when permanently available so temporary surcharges should not be input Surcharges are always considered to apply only to the last phase in the building process Determining the effect of a surcharge load on the maximum bearing capacity is a complex matter In Dutch standards the positive effects of surcharge and its influence on the q are not taken into account Therefore the surcharge only has an influence on the effective stresses and total soil weight The size of the surcharge does not have to be specified by the user as D FOUNDATIONS assumes an infinite surcharge area According to Deltares this described method is a safe approach If required the user can manually adjust q by specifying reduction percentages in the Excavation window 264 of 280 Deltares 20 20 1 20 2 20 3 20 3 1 Shallow Foundations model EC7 NL Area of application The shallow foundations model is used to design shallow foundations on the basis of the Netherlands Eurocode 7 standards which has been implemented in NEN 9997 1 C1 2012 NEN 2012 and or to verify them on the basis of this standard The model can be used to calculate and verify shallow foundations classified according to Geotechnical Category 2 GC2 which are subject to static or quasi static loads It is as sumed that the foundation surface is parallel with the horizon Foundations l
311. n section 5 4 1 whilst the bottom part of the window is related to the type of calculation to be performed described in section 5 4 2 P Calculation Arnim Rigidity of superstructure Overrule parameters Model options Norrrigid Factor B 1 00 IV Write intermediate results Dutch C Rigid e Factor A 0 00 Use quality assurance Factor Es 1 00 CPT Coverage rea Factor Es 1 00 Area in the pileplan covered Sa per CPT im2 1000 00 Y rd 1 00 fl Y b 1 00 E T 1 00 Bearing Piles EC7 B Trajectory Selected Profiles Available Profiles Begin m 200 GEO 89712851 lt lt End im 4 00 GEO 92 109 54 GED 69 485 525 Interval m 0 10 y E ELE Cone Diameter m 0 0357 Pile type name Round 282 in Figure 5 11 Calculation window for Bearing Piles EC7 B model 84 of 280 Deltares 5 4 1 Bearing Piles EC7 B Input amp Calculations Options for a Bearing Piles EC7 B calculation Before performing calculations on the project design a number of options can be specified that will apply to all bearing piles Note Some of the options are found in the sub window Overrule parameters This allows certain parameters to be overruled which otherwise would be determined according to the Belgian Annex The user must make sure that an overruling of parameters is allowable These parameters must be used with the utmost caution Rigidity of superstructure Overrule parameter
312. n the project can be defined Berm width B Slope length L Slope height H rm m m 2 00 4 00 Note the slope is always situated along the length of the foundation element Figure 7 8 Soil Slopes window For each slope enter the following information 120 of 280 Deltares Shallow Foundations EC7 NL Input amp Calculations Berm width Enter the distance between the edge of the foundation element and the top of the slope Slope length Enter the horizontal measured distance between the slope top and the slope bottom Slope height Enter the difference in height between the slope top and the slope bottom The meaning of these parameters is illustrated in the picture to the right of the table 7 3 Foundation In the tree view the Foundation node contains the following sub nodes Types of Shallow Foundations Loads Foundation plan Top View Foundation Browsing through these nodes allows data applying to the foundation to be viewed and input The available options are described below 7 3 1 Types of Shallow Foundations In this window the types of shallow foundations used in the project can be defined Open the window by selecting the Types sub node in the tree view and then either selecting New to create a new foundation type or clicking on one of the names in the Types box to view and edit a previously defined type z D Foundation Types Rect 100010000 2
313. n this box is unchecked both the width and the length of rectangular elements are optimized Deltares 127 of 280 D FOUNDATIONS User Manual Use the 5 The Dutch standard NEN 9997 1 C1 2012 uses a 20 limit to determine limit instead which layers should be considered in the determination of the settlement of the 20 Only layers of which the increase in the effective vertical stress due to the limit to placement of the foundation is larger than 20 of the original effective ver determine tical stress are considered to have any effect on the settlement All other the layers are considered not to play any role in the settlement process setilement Deltares considers this to be a pretty rough approach and believes that a 5 limit is better more layers play a part in the determination of the set tlement and will lead to more accurate results The default limit is 20 as used in NEN 9997 1 C1 2012 but Deltares advises marking the checkbox in order to use the 5 limit instead Note When a calculation is started any previous calculation results will be replaced To 7 4 2 2 retain previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation option on the General tab in the Program Options window Tools menu In that case a Save As dialog will automatically appear each time a calculation is started Maximize Vertical
314. nces at 180 x 180 mm 0 Pile crack 2x E 220 x 220 mm 0 250 x 250 mm 3 290 x 290 mm 3 320 x 320 mm 3 350 x 350 mm 6 380 x 380 mm 0 400 x 400 mm 22 420 x 420 mm 0 450 x 450 mm 11 500 x 500 mm 0 600 x 600 mm 0 Figure 9 11 GeoBrain Experiences window search on Pile type rs Click the Back button to return to the main search window Figure 9 9 Page Select a specific page by clicking on the appropriate page number The current page displayed is indicated by an arrow below the page number next gt Click the Next button to go to the next page Profile The soil profile of the project Project The name of the project Click on the name to access detailed information as shown in Figure 9 12 Sheet pile The sheet pile profile and length Equipment The type of pile hammer used Result The quality of the project result Refine Refine the search by clicking the appropriate requirement see below for a query detailed description Clicking on the name of the project give access to more detailed information on the selected project as shown in Figure 9 12 In the window displayed all sort information on Situation Deltares 153 of 280 D FOUNDATIONS User Manual Geotechnics Sheet piling Installation Surroundings and Experiences are available by click ing the corresponding name on the menu bar atthe top Click on Back to return to the projects list Fig
315. nd vi loose 8 S 3 o BLoam sj stiff ane Clay sl ate BClay weak BPeat sl san modera T T T T 20 40 6 0 8 0 10 0 FrictionRatio fr o CPT resistance qc MPa 3 s Interpretation settings Selected default model NEN Rule zi Default minimum layer thickness m 10 00 Print Chart OK Cancel Help Figure 16 4 CPT Interpretation Model window 224 of 280 Deltares Tutorial 7 Design of Bearing Piles using the Belgian method 16 5 Soil 16 5 1 Materials On the tree view when clicking the Materials node under Soil the Soil Materials window opens where at the bottom of this window the soil materials from the Belgian Annex are displayed and can be recognized by the prefix B as shown in Figure 16 5 Esa r Filter For Adapt standard material parameters for current model D Foundations Bearing Piles Belgian method EC7 B y gt Mesi Add from NEN 9997 1 Al C Used materials only Add from Belgian Annex Soil name Belgian Gamma Gamma soil type unsat sat kN tr KN ree 1 BClay clean moderate Clay 18 00 18 00 2 BClay clean modstiff Clay 1900 19 00 3 BClay clean stiff Clay 19 00 1900 4 BClay clean weak Clay 1700 17 00 5 BClay sl san moderate Clay 18 00 18 00 6 BClay s
316. nd clean loose 18 00 20 00 32 50 __ Sand clean moderate 19 00 21 00 35 00 Sand clean stiff 20 00 22 00 40 00 Sand slightly silty moderate 19 00 21 00 32 50 Sand very silty loose 19 00 21 00 30 00 _ Loam slightly sandy weak 20 00 20 00 30 00 ___ Loam slightly sandy moderate 21 00 21 00 32 50 Loam slightly sandy stiff 22 00 22 00 35 00 __ Loam very sandy stiff 20 00 20 00 35 00 Clay clean weak 17 00 17 00 17 50 Clay clean moderate 19 00 19 00 17 50 _ Clay clean stiff 20 00 20 00 25 00 Clay slightly sandy weak 18 00 18 00 22 50 Clay slightly sandy moderate 20 00 20 00 22 50 Clay slightly sandy stiff 21 00 21 00 27 50 _ Clay very sandy stiff 20 00 20 00 32 50 Clay organic weak 15 00 15 00 15 00 Clay organic moderate 16 00 16 00 15 00 _ Peat not preloaded weak 12 00 12 00 15 00 moderate preloaded moderate Figure 4 4 NEN 9997 1 Table 1 Table 2 5 NEN 9997 1 C1 2012 window for Bearing Piles EC7 NL model Belgian Select materials and press OK to add Main type Sub type Consistency moderate _ BGravel very silty stiff BGravel clean moderate BGravel clean stiff __ BSand very silty loose BSand very silty moderate __ BSand very silty stiff __ BSand clean loose BSand clean moderate _ BSand clean stiff BLoam clean moderate BLoam clean stiff __ BLoam clean weak BLoam clean modstiff _ BLoam slightly sandy moderate BLoam slightly sandy stiff _ BLoam slightly sand
317. ndation the effective foundation area is reduced by the horizontal load and the percentage here will drop consid erably So in case of horizontal loading this percentage does not provide a directly usable indication Deltares 143 of 280 8 4 8 4 1 8 4 2 D FOUNDATIONS User Manual Overview of the calculated settlements Berekende zakkingen voor fundering 1 sl 0 003 sl gd 0 003 tot grenslaag 5 ter info s2 0 020 s 0 022 De zakking voldoet aan de eis 0 150 s1 and Siga See above S9 Calculation value of secondary settlement S Calculation value total settlement s1 s2 Report and report content selection Report The report file is made available each time a calculation has been performed successfully It can be viewed by clicking on the Report node in the tree view The report repeats the input and presents the results of the calculation If the calculation process has been aborted because of calculation errors or input errors a description of the encountered errors will be displayed in the report Report content selection Select Report Selection from the Results menu at the top of the screen in order to open the Report Selection window P Report Selection Se EJ renot Content 7 v 1 Table of Contents B v 2 Input Data v 2 1 General Input Data v 2 2 General Report Data v 2 3 Application Area Model Bearing Piles v 2 4 Superstructure B v 2 5 General CPT Data v
318. ndow Click OK to continue D FOUNDATIONS opens the Soil Profiles window see Figure 16 7 A new sub node is formed under Profiles bearing the name of the CPT GEO 89 128 SI 225 of 280 D FOUNDATIONS User Manual General information Cc stand MPa Wrip IP Wrijvingsget O A o ieee G 0 89128 51 htm Conus type E z Diepte m t o v TAW D Top Material level m 3 370 BSand ve sil loose 3 270 BSand ve sil loose 3 070 BSand ve sil loose 2 470 BLoam sl san stiff 2 270 BSand ve sil loose 1 870 BLoam sl san stiff 0 070 BClay sl san moderate 0 130 BClay clean weak 0 530 BPeat sl san moderate 1 330 BClay clean weak 1 530 BClay sl san moderate 1 730 BSand ve sil loose y 2 130 BSand ve sil moderate 6 930 BSand ve sil loose y 7 530 BSand ve sil moderate 7 930 BSand ve sil moderate gt Coordinates CPT Rule User defined rule X xX m 145647 80 Y m 229203 30 Min layer thickness m 0 20 Edit Figure 16 7 Soil Profiles window Layers tab 15 Switch to the Additional Data tab For the Phreatic level the default value provided comes 226 of 280 Deltares Tutorial 7 Design of Bearing Piles using the Belgian method from the HTML file The phreatic level for this project is at 2 65 m NAP as given in sec tion 16 1 Therefore change the value of the Phreatic level to lt 2 65 m g
319. ned is selected as the subtype only the parameter value is entered That value can and will be displayed as current value NOTE According to NEN 9997 1 C1 2012 Table 7 d this factor for Very sandy loam is equal to the percentage of friction R measured by an elec trical CPT with a maximum of 0 025 As this measured parameter is not always available from the CPT data D FOUNDATIONS always uses the limit value of 0 025 p is the pile factor for the pile point As a for sand gravel a depends on the pile type for its value Therefore it can be specified by selecting one of the standard pile types from the combo box As a result the actual value for Qp Will be displayed in the current value box Select User defined to specify another value for p If User defined is selected for a the pile factor for the pile point then the exception for continuous flight auger piles cannot be taken into account for the reduction of g values when determining q r77 mean The reason for this is that it cannot be determined if a continuous flight auger pile is used NEN 9997 1 C1 2012 art 7 6 2 3 e Because the Load Settlement curves NEN 9997 1 C1 2012 Figures 7 n and 7 0 contain only lines for three subtypes in D FOUNDATIONS too the choice is limited to these three subtypes displacement pile continuous flight auger pile bored pile 55 of 280 4 4 2 D FOUNDATIONS User Manual Material amp In the Material field select t
320. nfinite width of the excavation Begemann reduction of cone resistance This method also reduces all CPTs at once It takes into account the proximity of the edge of the excavation to the construction The distance to this edge can be varied in the Distance edge pile to excavation boundary field Note that this distance is the distance between the excavation edge and the pile s on the outside of the pile plan To see the excavation click Top View Foundation in the tree view to display the pile plan The effect of the excavation reduction of the cone resistance can be viewed per CPT in the drawing on the left of the Deltares 61 of 280 4 6 4 6 1 D FOUNDATIONS User Manual Excavation window The drawing also displays the effect in terms of stresses The initial effective stress shows the stress without excavation The effective stress shows the stress after excavation Calculations To start a calculation click the Calculation node in the tree view or select Start in the Cal culation menu A window opens with various options to be set and the types of calculation available The top half of the window relates to data required for bearing pile calculations described in section 4 6 1 whilst the bottom part of the window is related to the selection of the type of calculation to be performed described in section 4 6 2 to section 4 6 3 2 P calculation Arim Rigidity of superstructure
321. ng Piles EC7 NL calculation with high values the user should adapt the values before performing a Tension Piles EC7 NL calculation by clicking the _ Adept standard mata parameters forcurertmedel_ Hutton in the Soil Materials window Note Only the parameter D50 Median required for the soil types Gravel and Sand must always be provided by the user D FOUNDATIONS provides a default D0 but if the soil is coarse grained then the correct value will need to be input for correct calculation Materials Add manually The Insert row Add row and Delete row 7 buttons can be used to help build the table of data To enter or modify soil information manually enter the following information in the Soil Materials window Color The color of a material may be changed by clicking on the colored cell and selecting one of the pre defined basic colors or custom creating a color in the window that opens Soil name The name of the soil can be edited here Soil type Select one of the available soil types from the drop down list Gravel Sand Loam Clay or Peat Gamma Enter the representative dry unit weight of the material i e the unit weight unsat of the soil when above the water level Gamma sat Enter the representative saturated unit weight of the material i e the unit weight of the soil when below the water level Friction Enter the representative angle of internal friction phi for the soil This angle phi
322. ng capacity of a pile is not just a simple sum of the pile base and pile shaft capacity but is determined using partial safety factors etc as prescribed in article 5 5 of the Belgian Annex Note Preliminary design always considers single piles 86 of 280 Deltares Bearing Piles EC7 B Input amp Calculations After selection of the required model the required Trajectory can be entered to define at which levels the results will be seen The trajectory for this method must meet a number of requirements The top limit value Begin must be chosen in such a way that the minimum pile length in the ground is 5 X dmin dmin the smallest cross measurement of the pile tip cross section This means the Begin value must be at least 5 x din below the lowest surface level excavation level or pile head level A Begin above this level means that the pile is not a pile but a shallow foundation according to NEN 9997 1 C1 2012 art 1 5 2 127 The bottom limit value End must be at least 4 x Deg De equivalent diameter above the deepest level of the least deep CPT Also the bottom limit value has to be at least that high that each CPT at least has 6 more valid measurements deeper than the provided level This requirement follows necessarily from the calculation model used here De Beer A deeper bottom limit would make correct calculation impossible The interval of the trajectory determines the number of calculations to be performed with a maxim
323. ng functions File Standard Windows options for opening and saving files as well as several options for exporting and printing the contents of various windows sec tion 3 1 Project Options for defining the project and for viewing the input file Section 3 4 Calculation Option to open the Calculation window where the calculation can be defined and started Results Option to open the Report Selection window where the report content can be chosen section 8 4 Feasibility Options to evaluate the feasibility of the project using the GeoBrain database of experiences chapter 9 Tools Options for editing the program defaults including defining the model used to interpret CPTs section 3 2 Window Default Windows options for arranging the program windows and choosing the active window Help Online Help options section 3 3 12 of 280 Deltares 2 2 2 2 2 3 Getting Started Icon bar The buttons on the icon bar can be used to quickly access frequently used functions D Sa G6R EB O 0 Figure 2 4 D Foundations icon bar Click on the following buttons to activate the corresponding functions B Start a new D FOUNDATIONS project with or without using the wizard Open the input file of an existing project fal Save the input file of the current project B Print the contents of the active window Display a print preview Open the Project Properties window Here various preferences ca
324. ng 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 Attach current file to mail Figure 1 3 Send Support E Mail window The problem report can also 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 Since January 1 2008 GeoDelft 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 specialist advice Founded in 1934 GeoDelft was one of the oldest and most renowned geotechnical engineering institutes of the world As a Dutch national Grand Technological Institute GTI Deltares role is to obtain generate and disseminate geotechnical know how The institute is an international leader in research and consultancy into the behavior of soft soils sand clay and peat and management of the geo ecological consequences which arise from these ac tivities 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 t
325. nimum layer thickness used for interpreting all CPTs These values can be changed for individual CPTs in the Soil Profiles window section 4 3 2 3 section 6 3 2 3 and section 7 2 2 3 Help menu The Help menu allows access to different options Error Messages If errors are found in the input no calculation can be performed and D FOUNDATIONS 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 writing in the err file They will be overwritten the next time a calculation is started Deltares 25 of 280 3 3 2 3 3 3 3 3 4 3 3 5 3 4 D FOUNDATIONS User Manual P Error Messages C Users admin Documents Projectl err Es E ERROR FILE FOR D FOUNDATIONS COMPANY LICENSE Unknown DATE 10 19 2010 TIME 2 03 55 PM FILENAME C Users admin Documents Projectl err CREATED BY D Foundations version 8 1 0 0 BEGINNING OF DATA CPTS Number of CPTs 0 is outside its limits 1 350 POSITIONS Number of positions 0 is outside its limits 1 200 PRELIMINARY DESIGN At least one CPT has to be selected At least one pile type has to be selected END OF ERROR FILE Figure 3 8 Error Messages window Manual Select the Manual option from the Help menu to open the User
326. nsion Piles EC7 NL Refer to section 7 1 for Shallow Foundations EC7 NL Navigate through the input windows by just selecting nodes in the tree For example if the Materials node is selected a window opens that enables all material data to be viewed and edited Some nodes are only present in the tree to reveal the structure of the input data For example the Soil node itself does not correspond to an input window It has three sub nodes Mate rials Profiles and Slopes for the shallow foundations model only that correspond to three windows that contain all soil data For some types of input data the tree view can be used to add or delete new items For example if the Types node is selected then a list of all available foundation types for the current project is given To extend a list right click the node containing the list e g Types and click New in the pop up menu that appears Figure 2 7 To delete an item from a list right click the item in the list and click Delete in the pop up menu that appears Bil Foundation Rec New Pile Properties Top View Foundation Excavation Calculation E Results Design Report Figure 2 7 The tree view may be manipulated using pop up menus Title panel This panel situated below the tree view displays the project titles as entered in the Project Properties Description window section 3 5 This panel is displayed only if the correspond ing checkbox in the View tab of the Program O
327. nsion capacity Rea 19 5 7 Step 7 Determination of the total soil weight Rt kluita 19 5 8 Step 8 Addition ofthe pile weight 19 6 Problems in interpreting standards a a 0 e 19 7 Units dimensions and drawing agreements 4 19 8 Tension Piles schematics 0 4 2 19 8 1 Problem boundaries 19 8 2 Variation in the pile tip level 0 19 8 3 Skinfrictiongone Mamo VE o 19 8 4 Non rigidjigid BP WM ro lt lt e ee 19 8 5 Combination of superimposed load and excavation 20 Shallow Foundations model EC7 NL 2 22 viii 20 1 Area of application Ch 20 2 Limit stas NHB Ve a 20 3 Calculation process MA ww 0 20 3 1 Verifying limit state STR o 20 3 2 Verifying limit state GEO and serviceability limit state 20 4 Geometric problems ee 20 5 Units dimensions and drawing agreements 24 20 6 Shallow Foundations schematics 0 e 20 6 1 Problem boundaries 0 000 2 20 6 2 Variation in the level of the bearing layer 2063 WNorn igidirgit o s ss s s padoe d ra ewe 20 6 4 Merging sub calculations aooo a a ee eee es Cone types used in Belgium 21 1 CPT with mechani
328. nt the current contents of some of the input windows such as Top View Foundation and Excavation window Print Preview Report Use this option to display a preview of the printout of the current contents of Report window Print Report Print the current contents of the Report window 3 2 Tools menu Deltares 19 of 280 3 2 1 D FOUNDATIONS User Manual Program Options On the menu bar click Tools and then choose Program Options to open the corresponding input window The various tabs in this window allow the default settings for D FOUNDATIONS to be specified When working with a network version of D FOUNDATIONS using Flex LM this window allows the users to select the modules they wish to use for their current session Program Options View f D Program Options E E General Locations Language Modules CPT Interpretation Toolbar Y lV Status bar v V Title panel Cancel Help Figure 3 1 Program Options window View tab Select or deselect the check boxes to indicate whether the toolbar status bar or title panel should be displayed each time D FOUNDATIONS is started Program Options General x E Program Options Es View fi E Locations Language Modules CPT Interpretation Startup with Save on Calculation No project Always Save Last used project Always Save As New project Use Enter key to Press the default button Windows style
329. nter the external diameter and the wall thickness of the pile Enter the pile and base diameters and the height of the base Enter the pile and base diameters The height of the base is automatically set to zero Enter the pile and base diameters and the height of the base Enter the pile and base diameters and the wall thickness The height of the base is automatically set to zero Note These dimensions are indicated on the diagrams on the Pile shape sub window When the pile shape is selected the following information can be entered Pile type Deltares Enter the pile type to be defined D FOUNDATIONS is supplied with a database of pre defined pile types that can be selected from the drop down list in the Pile type field The available list depends on the selected pile shape Qs is the pile factor for the shaft friction The value for the factor according to the Belgian Annex depends on the type of soil material as well as on the type of pile For soils of type Tertiary Clay other values for a can be found than for soils of other types Therefore both values are shown and can be edited When selecting a standard pile type from the pile type box both actual values for a will be displayed in the current value boxes If User defined is selected as the subtype the pile factors can be entered manually 81 of 280 D FOUNDATIONS User Manual p Q is the pile factor for the pile base As 0 dep
330. ntered Start at Enter the start coordinates for the center of the bottom left pile in the grid The same coordinate system must be used as when entering the CPT co ordinates Centre Enter the distance between the centers of adjacent piles to centre distance Number of Enter the number of piles in each direction piles Parameters For more information see the Pile Properties tension piles window above Use pile grid Enable this check box to replace the existing pile positions in the project to replace with those defined by the grid If this check box is left empty the positions current pile inthe pile grid will be added to the existing pile positions positions Click the fifth button in Pile Properties window to open the Edit properties for all positions window Figure 6 14 in which the Pile head level and Maximum Minimum tension loads on Deltares 103 of 280 D FOUNDATIONS User Manual the pile of all pile positions can be edited and or modified If modified the properties of all pile positions will automatically be updated in the corresponding column of the Pile Properties window Figure 6 12 Edit properties for all positions Es aj Parameters Pile head level m I Use alternating representative loads 0 00 0 00 Cancel Help Figure 6 14 Edit properties for all positions window for Tension Piles EC7 NL model 6 4 3 Top View Foundation Select Top View Foundation under the Foundation node in t
331. nto in two groups One group of data consists of information related to the foundation construction superstructure category dimensions foundation plan etc while the other group involves data used to typify the subsoil soil profiles including height groundwater level placement depth of the foundation element etc Various limitations should be taken into account concerned with the following o section 20 6 1 Problem boundaries o section 20 6 2 Variation in the level of the bearing layer o section 20 6 3 Non rigid Rigid o section 20 6 4 Merging sub calculations Problem boundaries Because the model cannot be supplied with unlimited memory the limits given in Table 20 2 apply to the maximum problem size Table 20 2 Limits applied to the maximum problem size Maximum number of foundation elements 20 Maximum number of soil profiles 350 Maximum number of layers per profile 100 Maximum number of loadings 20 Maximum number of slopes 20 270 of 280 Deltares 20 6 2 20 6 3 20 6 4 Shallow Foundations model EC7 NL Variation in the level of the bearing layer Although desirable in practice the use of a single foundation level in a project is usually not feasible Variation in the level of the bearing layer within the soil profiles often forces designers to use different foundation levels The shallow foundations model therefore provides the option of defining the required foun da
332. o be taken into account for the length of the piles It can be concluded that the foundation can be constructed either using rectangular piles with a length of at least 15 7 0 8 14 9 m or with piles with enlarged base with a length of 14 4 0 8 13 6 m The final choice of pile type may depend on several factors such as bearing capacity expense of the piles or usefulness of the pile type compared to other pile types available Deltares 169 of 280 D FOUNDATIONS User Manual In the two next tutorials this project will be continued looking at the feasibility Tutorial 2 in chapter 11 and at the verification rather than the preliminary design Tutorial 3 in chapter 12 10 9 Conclusion This tutorial has demonstrated how to enter the data required for a simple preliminary design calculation The calculation option Preliminary design Indication bearing capacity allows the minimum pile length to be determined by finding the bearing capacity as a function of depth for a specified single pile 170 of 280 Deltares 11 Tutorial 2 Feasibility of Bearing Piles for a Storehouse Now the design of the bearing piles for the storehouse is finished chapter 10 it is time to check the feasibility of the design using the Feasibility module The objectives of this tutorial are o To learn how to input a grid of piles o To learn how to predict the drivability of the piles using forecasting models in GeoBrain GeoBrain To learn
333. o the list The name can be changed if desired x Enter the X coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates Y Enter the Y coordinate of the position of the center of the pile The same coordinate system must be used as when entering the CPT coordinates Use the toolbar on the left side of this window to edit the table Use this button to insert a row in the table w Use this button to add a row to the table se Use this button to delete a row from the table A Use this button to cut a selected part of the table D Use this button to copy a selected part of the table mi Use this button to paste a selected part in the table Note The number of piles in combination with the choice between rigid non rigid super structure section 5 4 1 influences the values of 3 and s 5 3 3 Top View Foundation Select Top View Foundation under the Foundation node in the tree view to display this window Here the pile locations and types and the CPTs can be seen in plan view P Foundation Top View Foundation a ls 2 iii Legend R a Rect400x400 Ay Vv Ww CPT a Y F 3 a al agi A 5 3 O eos 1 a Y 2 a FH 1 2 a El Pile type Rect 400x400 Number of Piles 3 Number of CPT s 2 X 0 137 Y 1 429 Edit Figure 5 10 Foundation Top View Foundation window for Bearing Piles EC7
334. oads acting on the foundation and the soil profiles usually found in a delta a pile foundation will be needed Two cone penetration tests CPTs have already been carried out at the proposed location In order to get a first impression of an appropriate pile type and the corresponding pile length a preliminary design will be performed using D FOUNDATIONS based on a first estimate of the required load capability 400 kN per pile Two different pile types will be considered a square 250 mm prefab concrete pile and a concrete pile with an enlarged base load cone resistant in MPa 0 5 10 15 20 25 30 35 single pile 250 mm depth in m NAP CPTO2 Figure 10 1 Storehouse construction in a delta environment Tutorial 1 Deltares 159 of 280 10 2 10 3 10 4 D FOUNDATIONS User Manual Setting up a new project 1 Start D FOUNDATIONS and create a new project by clicking the button on the toolbar The Project Properties Description window is displayed as indicated in Figure 10 2 2 Enter the text lt Tutorial 1 for D FOUNDATIONS gt for Title 1 and lt Bearing Piles calculation with concrete piles gt for Title 2 These titles identify the project and are displayed in all reports and graphs printed Dy Project Properties Description fo JLo Title 1 Tutorial 1 for D Foundations Tite2 Bearing Pies calculation with concrete pies Tide 3 D Foundations Tutorial 1
335. odules are required D FOUNDATIONS Standard module Bearing piles EC7 NL Tension Piles module EC7 NL This tutorial is presented in the file Tutorial 5 foi Introduction to the case This tutorial describes the design of a foundation of a parking garage to be constructed un derground The floor of the garage will be located about 4 m below phreatic level resulting in upward pressure acting on the foundation This upward pressure is compensated partially by the walls of the garage but this compensation is not sufficient Tension piles are needed for a balanced situation cone resistant in MPa front view 5 10 15 20 25 30 35 0 4 4 4 L ee a r a 5 t a _ 1 A a E _ lt F f E g E ig x lt a 5 A E T 2 sl LT reference a level 24 m U 5 Figure 14 1 Design of a foundation of a parking garage Tutorial 5 The compensation of the walls is smallest in the center of the garage Therefore the center pile of the foundation will bear the greatest tension loads and is most of interest Soil in vestigation consisting of one CPT was carried out near to the planned parking garage eight years ago The file data is available in an old format which was used for the predecessor of D FOUNDATIONS NENGEO D FOUNDATIONS is able to import old CPT file formats such as Deltares 199 of 280 14 2 14 2 1
336. of positive and negative skin friction If required these levels are adjusted automatically for each calcu lation step It must be born in mind however that the defined trajectory will be the same for all CPTs A given pile tip level in the trajectory is used for all CPTs during the calculation step This trajectory approach differs from the calculations performed with the Complete calculation option section 4 6 3 2 When interpreting the design results the user must be aware of the possible complications caused by using a pile tip trajectory for all CPTs especially if strongly receding CPT values occur for several CPTs in the calculation area An example would be a situation with a soft layer varying in height for each CPT In that case there is a reasonable chance that the design calculation will indicate that no trajectory level meets the requirements At each level the soft layer with the corresponding low CPT values is manifest in one of the CPTs which will influence the calculation results negatively The fact that a design calculation does not contain a level that meets the requirements does not mean that these requirements cannot be met at all see Complete calculation in section 4 6 3 2 It does show however that it is impossible to maintain a single pile tip level for all CPTs For more information about the requirements for the Begin and End values of the trajectory please refer to Indication bearing capacity section 4 6 2 1
337. ofile 2 Search on CPT Moderate similarity v CPT 3 Search on location With a map You can search inside the database for experiences close to the location Location of your design Figure 9 9 GeoBrain Experiences window CPT The name of the selected CPT section 9 1 Pile length The length of the pile as inputted in the Additional Data tab of the Soil Profiles window of the selected CPT Pile dimensions The dimensions of the selected pile type section 9 1 The GeoBrain database can be consulted in three different ways Pile Click this button to search experiences in the GeoBrain database based on similar pile length and pile dimensions of the D FOUNDATIONS project See section 9 3 1 for a detailed description of the search results CPT Click this button to search experiences in the GeoBrain database based on a similar soil profile deduced from the imported CPT Before clicking the CPT button select from the drop down menu a type of similarity between the soil profile of the GeoBrain database and the soil profile of the current project See section 9 3 2 for a detailed description of the search results Location Click this button to search experiences in the GeoBrain database close to the location of the current project by using a map See section 9 3 3 for a detailed description of the search results 152 of 280 Deltares 9 3 1 Feasibility module Mode
338. on Pile Types window 16 6 2 Pile Properties The co ordinates of the piles position and the pile head level still needs to be entered 33 To enter a pile group click the Pile Properties node in the tree view 34 In the window that opens simply click the first row to enter the first pile Repeat it for the 16 piles by entering the X co and Y co ordinates as given in Figure 16 15 35 Enter a Pile head level of lt 5 m gt as given in section 16 1 D Foundation Pile Properties oO eta Pile head level m R L 5 00 Dee x ba a Name im im Je b1 145726 25 229273 75 De 145728 75 229273 75 13 145731 25 229273 75 4 145733 75 229273 75 5 145726 25 229271 25 6 145728 75 229271 25 FA 145731 25 229271 25 8 145733 75 229271 25 i aHes 145726 25 229268 75 10 145728 75 229268 75 11 145731 25 229268 75 12 145733 75 229268 75 13 145726 25 229266 25 114 145728 75 229266 25 115 145731 25 229266 25 16 145733 75 229266 25 EJ Figure 16 15 Foundation Pile Properties window 232 of 280 Deltares Tutorial 7 Design of Bearing Piles using the Belgian method 16 7 Location Map In order to check the positions of the three imported CPTs section 16 5 and the pile sec tion 16 6 a picture of the top view location from the DOV database is imported and used as background picture 36 Choose Location Map from the Project menu to display the Location Ma
339. on of the maximum tension capacity Riq The factor f2 is determined varying with depth The resulting shaft friction is calculated by multiplying f2 by the shaft friction factor M dria Mi X foj 19 15 The sum of the shaft friction in all layers is equal to the design value of the maximum shaft capacity m Rig AX gt dia with Ra lt Resktuidid 19 16 i l where R kluid a S the soil weight in kN calculated according to step 7 section 19 5 7 Note For pile with enlarged base the shaft friction is calculated along the total pile length not only along the base length Deltares 257 of 280 19 5 7 19 5 8 D FOUNDATIONS User Manual Step 7 Determination of the total soil weight Ri kluit d If the magnitude of the mobilized shear stress exceeds the effective weight of the soil body surrounding a group pile the pile will pull out this soil body This means that the calculated tension capacity of a pile in a group is limited by the effective weight of the soil body This is called the total soil weight criterion Dutch kluitcriterium The effective weight of the soil body is determined by assuming that an arching effect occurs in the soil between the piles This means that the soil being pulled out with the pile has the shape of a cone near the pile tips The angle that the cone edge makes with the vertical is denoted 0 This is presented in the figure below D d 2 tan 0 Figure 19 2 Pulled out
340. on should be paid to the accuracy of the calculated settlements particularly in the case of foundation elements for which the effective length width ratio is much greater than 1 The accuracy of the calculated settlement greatly depends on the calculated increase in vertical effective stress This is calculated for the middle of each layer in accordance with NEN 9997 1 C1 2012 art 6 6 2 e where the load must be distributed equally When the soil layers defined by the user are relatively thick stress and increase in stress is determined at only a few points as there are only few layer medians This may lead to a very inaccurate calculation of the settlement To prevent this occurring the program automatically adds dummy layers at every 0 10 m in the profile This enables the program to calculate the increase of stress ata large number of points greatly improving the accuracy of the calculated settlement When consulting the intermediate result file the extra layers the calculated stress and the increase in the calculated stress can all be seen see also section 8 3 3 2 To indicate the accuracy of the increase in stress achieved its maximum value is expressed in a percentage of the effective foundation pressure F q Aer This percentage is included with the results of the settlement calculation If the increase in stress is less than 80 in the first layer it is also followed by a warning Percentages greater than 100 are reduced
341. on the map Minimum length of CPTs Zooming in to the desired location will display the CPTs as separate points Figure 4 12 Just click on it to add a CPT in the Soil Profiles node of the tree view Deltares 43 of 280 D FOUNDATIONS User Manual CPTs from DINO You can search for a CPT here Drag the map to the desired location and zoom in The CPTs will be displayed when you have zoomed in far enough Minimum length of CPTs 10 meter Cancel DINOLoket is the central portal to Data and Information of the Subsurface of The Netherlands Go to DINOLoket here Figure 4 12 Import CPT for D Foundations window after zoom in Rotterdam Adding Profiles New To create an empty new profile at the start of a project cancel the Import CPTs from file dialog and choose New from the actions on the Soil Profiles window This creates an empty CPT with an empty Profile In fact a CPT is created with a qe value of 0 01 at only two levels 0 m and 20 m The belonging Profile has only layer from O m to 20 m with Undetermined as material Figure 4 13 e l i Layers Additional Data Summary Pressures Selected CPT Material Undetermine l BLoam clean moder a BLoam clean stiff BLoam clean weak BLoam clean modstil BLoam sl san moder BLoam sl san stiff BLoam sl san weak BLoam sl san modsti BClay clean moderat BClay clean stiff BClay clean
342. ooo Y 0 400 0 800 132 Clay clean weak Clay 1400 1400 17 50 0 20000 Standard ooo Y 0 400 0 800 33 Clay organ moderate Clay 16 00 1500 15 00 0 20000 Standard Y 000 Y 0 400 0 800 34 Clay organ weak Clay 13 00 13 00 15 00 0 20000 Standard ooo Y 0 400 0 800 38 Clay ve san stiff Clay 1800 1800 27 50 0 20000 Standard ooo Y 0 400 0 800 47 Loam sl san weak Loam 19 00 19 00 27 50 0 20000 Standard ooo Vv 0 400 0 800 B 48 Loam ve san stiff Loam 19 00 19 00 27 50 0 20000 Standard ooo Y 0 400 0 800 49 ll Peat mod pl moderate Peat gt 12 00 12 00 15 00 0 20000 Standard ooo Y D 400 0 800 50 Peat not pl weak Peat 1000 10 00 15 00 0 20000 Standard ooo Y 0 400 0 800 54 Sand sl sil moderate Sand 18 00 20 00 27 00 0 20000 Standard ooo Y 0 400 0 800 55 Sand ve sil loose Sand 18 00 20 00 25 00 0 20000 Standard 0 00 E 0 400 0 800 Y Figure 6 3 Soil Materials window for Tension Piles EC7 NL model Note The table at startup is filled automatically with a list of materials obtained from Table 2 b of NEN 9997 1 C1 2012 and its counterpart of the Belgian Annex The Belgian materials can be recognized by the prefix B To make clear which materials are used in the profiles use the Show Materials filter To show only the materials which are used in the profiles select Used materials only If All is selected all available materials are shown There are three ways to fill in the soil paramete
343. or of D FOUNDATIONS fmd Matrix Data ASCII Contains pile grid data Only available when the Generate pile grid option is used wmf Windows Meta File WMF file binary Export file for images for instance containing the image of the current Top View Foundation window within an added picture frame Files of this type can be used to import the image into applications such as Microsoft Word dxf Drawing Exchange Format file DXF file ASCII Export file containing the image of the current top View Foundation window within an added picture frame Files of this type can be used to import the image into applications such as AutoCAD fop Pile Type Library file ASCII Import Export file containing the definition of pile types FOP files may be used to create a pile type database which enables users to reuse pile type informa tion in different projects pdf Adobe PDF files Export file for reports rtf Rich text formatl files Export file for reports Deltares 15 of 280 2 4 2 4 1 2 4 2 2 4 3 D FOUNDATIONS User Manual html HTML files Export file for reports and import file for the Flemish DOV database DOV database txt ASCII text files Export file for reports Tips and Tricks Keyboard shortcuts Keyboard shortcuts given in Table 2 1 are another way to reach the features of D FOUNDATIONS directly without selecting it from the bar menu These shortcuts are also indicated in the corresponding su
344. ors will be used Override 3 and factors by selecting its box and fill in the proper value for 1 CPT and rigid superstructure Factor 3 and 1 26 If the determination of 3 and 4 is done by the program with rigid selected it would be based on 2 CPTs resulting in a value of 1 20 3 and 0 96 4 Deltares 193 of 280 D FOUNDATIONS User Manual Dre hala Rigidity of superstructure Overrule parameters Model options Non tigid IV Factor Es E 1 26 IV Write intermediate results Dutch Rigid a M Factor amp 4 H 1 28 Use pile group Cy b 1 00 I Overule excavation Transformation r a a 1 00 Limit state Serviceability I Ys l B Suppress Qca erai EQU GEO Limit State D L 1 00 I Use Almere rules Maximum allowed settlement mm 150 150 T Aea m2 1 00 I Use additional Almere rule Maximum allowed relative rotation 1 100 300 TE ea gem k m 5 00E 04 Bearing Piles EC7 NL ES Typa Selected Profiles Available Profiles Messer Preliminary Design 3 Begin Im 10 00 Verification 1 End Im 15 00 Interval m 0 10 Calculation Design calculation lll la Complete calculation CPT test level m 15 00 Pile type name Rect 500x500 X ETIN e Figure 13 7 Calculation window Selection of CPTs and pile type for Verification Design calculation Tutorial 4c 24 Click Start to perform the calculation 25 In the Design Results window that opens Figure 13 8 select the
345. ositioned above the widening Because there is a strong relation between skin friction and the soil layer profile the skin friction zones are constructed from complete layers If the top of the positive skin friction zone does not coincide with a layer boundary D FOUNDATIONS automatically creates a dummy layer to force this condition D FOUNDATIONS uses the pile tip level as default value Copy From Click this button to display the Additional Data Copy from Profiles win dow In this window select the name of one of the profiles and click OK to copy the additional data given for that CPT into the fields for this profile Copy To Click this button to display the Additional Data Copy to Profiles window In this window select the names of any profiles which should have the same additional data as defined for the current profile Click OK to copy this data to the selected profiles 5 2 2 5 Viewing Profiles A graphic representation of the profiles defined for a project can be viewed by clicking one of the two right most tabs in the Soil Profiles window The Additional Data tab Figure 5 6 displays the CPT and if available the profile with data such as defined layers material types per layer and user defined levels phreatic and skin friction zone levels The standard q diagram red line in Figure 5 6 is also displayed The Summary Pressures tab Figure 5 7 also displays the CPT D soit
346. ot Etta Other soil Therefore the top level of the tertiary clay is an input value for the conversion This level is available from the DOV database under isohypses black lines with grey numbers According to Figure 16 2 the top level of the tertiary clay at the pile location is extrapolated to 22 m 19 Leave the conversion factors to their default values as prescribed by AOSO and enter a Level top tertiary clay of lt 22 m gt 20 Click OK to continue D FOUNDATIONS opens the Soil Profiles window see Figure 16 10 A second sub node is formed under Profiles bearing the name of the CPT GEO 92 109 S4 Deltares 227 of 280 D FOUNDATIONS User Manual General information ci eerstand MPa Wrip IP Wrijvingsget oe ae Say Onn teres Filename GE0 92109 54 htm i i E Conus type M2 v 5 5 E Conversion factors mechanical CPT te e 4 Level top tertiary clay m TAw 22 E Etta Tertiary clay Etta Other soil E 3 Conversion factors 1 30 1 00 2 This mechanical CPT will be converted to an electronic CPT In this conversion the measured qc values are adapated to equivalent electronic qc values 1 within D Foundations automatic interpretation as well as all calculations are based on electronic qc values For this reason within D Foundations only the equivalent ot electronic qc values are shown and used To view the original qc values use the GEFPlotT ool to display these values A 2f 3 at 5 5 Cuca
347. ot Risk None Small large Large feasible Not achieving depth Significant damage caused by heavy driving Pile cracks due to tension waves Measures Below you can see if there are measures to be taken to reduce the risk of significant damage caused by heavy driving Reasonably Not Risk None Small large Large feasible Jetting Suitable driving cap Pre drill Adjust drop height Use an expert crew Go to Report to download the input and results as a pdf file Figure 11 9 GeoBrain Prediction window Result menu 1 prediction It can be concluded that the selected pile type is overall moderately suitable for the job To improve the suitability of the pile one or more of the suggestions provided below suitability result bar should be adapted 22 Click lt Previous and adapt the pre stressing value to lt 4 N mm gt and redo the predic tion by clicking Next gt 178 of 280 Deltares Tutorial 2 Feasibility of Bearing Piles for a Storehouse Y GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report Next gt a Result prediction Ve Moderately Not Totally suitable Suitable suitable suitable not suitable Suitability pile The above estimation of the suitability of the pile is related to the pile specifications length diameter concrete quality and prestressing With this estimation it is clear whether this combination will make an useable pile regardless ofthe ri
348. oundation element consists of a single pile Verifying limit state GEO and serviceability limit state Given the total number of piles and the total number of CPTs verification of the limit state GEO and serviceability limit state is implemented in the bearing piles model in the following way Statistical variability is assumed with respect to the location of the CPTs In other words it is taken for granted that each CPT in the given pile plan could be executed everywhere since a bad CPT can in principle occur at any location In this way dispersion in the CPTs as a result of the heterogeneity of the subsoil is distributed over the entire foundation The worst forecast value is sought for the settlement in a non rigid structure while for a rigid structure the average of the best estimator is defined An alternative given in the design code for determining the settlement in rigid buildings based on an advance average calculated from the values from the CPT can only be applied under very strict conditions no negative skin friction equivalent CPTs and soil profiles no pile groups etc and it is therefore not included in this model Geometric problems When working through the standard regulations the following geometric problems were dis covered NEN 9997 1 C1 2012 art 3 2 3 e Size and depth soil test When checking the scope of the soil test in the case of a random pile plan with several CPTs it was found that an analogo
349. owed parameters to be overruled in the NENPAAL module providing more flexibility to the user of the program MFoundation version 4 0 was introduced in 1999 This was the first Windows version of the program renamed as MFoundation This new name emphasized the new objectives of the program MFoundation is positioned as a general design tool for foundations which also allows verification instead of primarily being a verification tool MFoundation version 4 1 was released in 2000 This version included a new module for designing tension piles according to the so called GeoDelft method This method was derived from the DOS software package MTENSION and incorporated in MFoundation as the Tension Piles GeoDelft model MFoundation version 4 3 was released in March 2002 This version included a new module for designing tension piles according to the CUR Report 2001 4 Design of tension piles CUR 2001 This method represents the latest insights into the design of tension piles and is incorporated in MFoundation as the tension piles model MFoundation version 4 7 was released in December 2002 This version included a major Deltares 3 of 280 D FOUNDATIONS User Manual redesign of the user interface a number of small bug fixes and a new software security model MFoundation version 5 1 was released in January 2006 A tree view has been introduced in MFoundation s main window giving the user an overview of the input data and results
350. p E Pile factor for shaft friction Qs Young s modulus for a pile Ev matia KN M N m Representative value of pile adhesion Mores kN m N m Calculated value of load on pile in limit state E kN Surcharge on soil next to pile Po kN m Pile head level m NAP Representative value of maximum pile tip bearing capacity kN Representative value of maximum shaft friction kN Representative value of maximum friction caused by nega kN tive skin friction Settlement S m Relative rotation B m m Calculation value of the resulting maximum shaft tension in N mm 242 of 280 Deltares 17 7 17 7 1 17 7 2 Bearing Piles model EC7 NL Coordinates of piles and CPTs for determining the positions in the pile and CPT plans should be specified in m Bearing Piles schematics The requisite data for executing a verification calculation for a pile foundation according to the standards can be divided into two groups One group of data consists of information related to the foundation construction category superstructure pile type pile dimensions pile plan etc while the other group involves data used to typify the subsoil CPTs with corresponding soil profiles including height of groundwater level expected ground level settlement etc When this data is displayed in a schematic diagram account should be taken of the relevant requirements of the standard contained in articles 7 3 1 and 7 6 4 2 of NEN 9997 1 C1 2012
351. p window 37 In the Background Picture sub window select the picture with name Tutorial 7 bmp in the same directory as the examples files 38 Enter the coordinates of the map given in Figure 16 16 39 Click OK to confirm Location Map Background Picture Projects e xamples T utorial 7 bmp El Co ordinates Left m 145074 870 Right m 146112 660 Top m 229783 420 Bottom m 228867 860 Cancel Help Figure 16 16 Location Map window The Top View Foundation window automatically opens Figure 16 17 displaying the back ground picture As expected the three CPTs coincide exactly with the CPTs of the DOV database picture DB Foundation Top View Foundation Ea foe ES A E Ci Pile type Ri X 146041 977 ound 282 Number of Piles 16 Number of CPT s 3 la Y 229969 602 Edit Figure 16 17 Top View Foundation window displaying the background picture Deltares 233 of 280 D FOUNDATIONS User Manual 16 8 Calculation A design calculation can now be performed 40 Click the Calculation node in the tree view The Calculation window is displayed m EH caicuiation iaa Rigidity of superstructure Overule parameters Model options Norrrigid M Factor B 1 00 IV Write intermediate results Dutch C Rigid E Factor A 0 00 Use quality assurance T Factor E 1 00 CPT Coverage Area Factor an 1 00 Area in the
352. pileplan covered Gan per CPT m2 1000 00 Y rd 1 00 Yb 1 00 Ty 1 00 s Bearing Piles EC7 B Trajectory Selected Profiles Available Profiles Begin m 2 00 GE0 89A2851 End Im 4 00 GEO 92 109 54 GEO 69 485 5 25 Interval m 0 10 y z lll Cone Diameter m 0 0357 Pile type name Round 282 J Figure 16 18 Calculation window 41 Mark the Write intermediate results Dutch checkbox to access the intermediate results if needed 42 Enter the trajectory The beginning of the trajectory must be at least 5 times the pile diameter lower than the lowest ground level and the lowest pile top level The allowed maximum level for Begin is therefore min 3 37 4 91 3 50 5 x 0 282 1 96 m The end of the trajectory must be at least 6 times the measurement interval above the least deepest CPT The allowed minimum level for End is therefore 5 49 6 X 0 2 4 29 m Our depth range of interest consists of the sand layers that lie between 2 m and 4 m because between these levels the soil layer seems to bear our pile the q is relatively high see Figure 16 7 Figure 16 10 and Figure 16 12 43 Enter a Trajectory with Begin at lt 2 m gt and End at lt 4 m gt with an Interval of lt 0 1 m gt 44 Leave all other input as is and press the Start button to perform the calculation See section 5 4 2 for a detailed description of this window 234 of 280 Deltares Tutorial 7 Design
353. project design a number of options which will apply to all tension piles need to be specified Note Some of the options are found in the sub window Overrule parameters This allows certain parameters to be overruled which otherwise would be determined according to the standard The user must make sure that an overruling of parameters is allowable These parameters must be used with the utmost caution Optional parameters Unit weight water kN m3 Surcharge kN m2 Rigidity of superstructure Non tigid Rigid 9 61 0 00 Overrule parameters l Factor E I Factor 84 x Y marge Y st a Vy 1 00 1 00 1 00 1 00 1 00 Model options F Use compaction F Overule excavation W Overrule excess pore pressure Figure 6 18 Calculation window for Tension Piles EC7 NL model In the upper half of the Calculation window the following information can be entered Unit weight Enter the unit weight of water The default value is set to 9 81 kN m water Surcharge Enter the permanent surcharge placed at ground level excavation level Deltares 107 of 280 D FOUNDATIONS User Manual Rigidity of Indicate the rigidity of the superstructure as either Non rigid or Rigid ac superstructure cording to NEN 9997 1 C1 2012 art 7 6 1 1 c Es Es Vm var qc Yst Yy Use compaction Overrule excavation Overrule ex cess pore pressure 108 of 280 A restriction for the sc
354. ptions window section 3 2 1 is selected 14 of 280 Deltares Getting Started Project D Foundations Parking Garage on Piles Zoom rectangle Figure 2 8 Title panel and Status bar at the bottom of the main window 2 2 5 Status bar This bar situated at the bottom of the main window displays a description of the selected icon of the icon bar section 2 2 2 or button of the current window This bar is displayed only if the corresponding checkbox in the View tab of the Program Options window section 3 2 1 is selected 2 3 Files foi D Foundations input file ASCII File containing all relevant input data needed for a calculation in D FOUNDATIONS fos Settings 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 fod Dump file ASCII Working file containing the results of a D FOUNDATIONS calculation This file is used on generating a report or a graphical representation of the results cpt Cone Penetration Test file ASCII Contains CPT records in the format used by previous versions of D FOUNDATIONS gef Geotechnical Exchange Format file ASCII GEF file Contains CPT records in the format as developed by CUR Geotech nical exchange format for CPT data 1999 2004 son Cone Penetration Test file ASCII Contains CPT records as used by NENGEO the predecess
355. rate similarity z Almost identical Very large similarity Large similarit Moderate similarity Small similarity Very small similarit Figure 9 10 GeoBrain Experiences window Type of similarity between the soil profile of the GeoBrain database and the soil profile of the D Foundations project GeoBrain Experiences Search on Pile Type When searching in the GeoBrain experience database projects with similar sheet piling length and resisting moment the GeoBrain Experiences window displays a list of projects arranged alphabetically Figure 9 11 D GeoBrain Experiences Loa sen i pa GeoBrain Result Foundation Technology 15 21 shown 48 found Good 45 Moderate 3 Page lt Previous1 2 3 4567 Next gt Poor 0 Area Drenthe 0 Flevoland 0 Friesland 0 Gelderland 0 Groningen 0 Limburg 0 Noord Brabant 0 Noord Holland 0 Overijssel 0 Utrecht 0 Zeeland 0 Zuid Holland 48 Belgium 0 Measurements Drive Moderate HSL4 Noordelijke toerit Tunnel Oude Maas m11 450 x 450 mm DELMAG D 46 Zwijndrecht Undesirable occurrences Did not achieve depth 1x Damage to pile head 1x m 26 25 m Length 0 5 m 0 5 10 m 1 10 15 m 5 15 20 m 27 20 25 m 11 25 30 m 4 30 m or longer 0 Measurements Drive N T m HSL4 Noordelijke toerit Tunnel Oude Maas m13 ama DANG Da Zwijndrecht Dimensions prefab pile 140 x 140 mm 0 Undesirable occurre
356. rded as rigid a calculation must be made for each part The reason for this restriction is the impossibility of determining the relevant in ternal distances within the module Therefore the internal rotations between rigid and non rigid foundation elements cannot be calculated correctly The choice between Rigid and Non rigid influences the calculation in various ways the factor 3 and 4 depends on it as does the calculation method for the bearing capacity settlement and rotations The values given in NEN 9997 1 C1 2012 are provided as the default set tlement demand for which verification takes place It is possible to edit these values for either of the two limit states In case of limit state EQU GEO the default is an advised value whereas for serviceability limit state the default should be considered a minimum value If the values do not match the defaults this will be explicitly mentioned in the report The values given in NEN 9997 1 C1 2012 are provided as the default rel ative rotation demand for which verification takes place It is possible to edit these values for either of the two limit states In case of limit state EQU GEO the default is an advised value whereas for serviceability limit state the default should be considered a minimum value If the values do not match the defaults this will be explicitly mentioned in the report Here the value for the correlation factor for average value of calculated pile resistances can be
357. re 16 2 DOV database Top view of the penetration tests performed near the future pile location Stabroek Belgium For this tutorial only the three CPTs situated nearest the pile co ordinates and listed in Ta ble 16 1 are selected The numerical results of those three CPTs can be imported from the DOV database under the HTML format supported by D FOUNDATIONS see chapter 21 The HTML files for the three selected CPTs are provided to the user in the same directory as the other tutorials Model For this tutorial a new file has to be created before importing the CPTs 1 Select New in the File menu to create a new project 2 In the Project Properties Description window displayed enter the text lt Tutorial 7 for D FOUNDATIONS gt for Title 1 and lt Design of Bearing Piles using the Belgian method gt for Title 2 3 Select Model in the Project menu to change the model to Bearing Piles EC7 B 4 Click the Save as option from the File menu and save the project under name lt Tutorial 7 foi gt Deltares 223 of 280 D FOUNDATIONS User Manual Model Es C Bearing Piles EC7 NL il Bearing Piles EC B Tension Piles EC7 NL Shallow Foundations EC7 NL J Cancel Help Figure 16 3 Model window 16 4 CPT Interpretation Model In the following steps a user defined CPT Interpretation Model based on the CUR rule but using soil materials from the Belgian Annex instead of the CUR Standard is creat
358. re explained for Deltares 133 of 280 8 3 1 1 D FOUNDATIONS User Manual section 8 3 1 1 Limit state EQU calculation per CPT section 8 3 1 2 Limit state GEO and serviceability calculation per CPT per pile Using the Preliminary Design option in the Bearing Piles Calculation Type sub window in the Calculation window only limit state EQU and the negative skin friction for limit state GEO are calculated for each calculation step With this type of calculation therefore for each calculation step the for file is limited to the intermediate results of this these two items Limit state EQU calculation per CPT The following is executed for limit state EQU calculation per CPT BEREKENING GRENSTOESTAND STR BIJ SONDERING 01 PPN 27 28 m ac I gem 2 799 qe II gem 2 720 qe III gem 2 437 alphap 1 000 beta 1 000 s 1 000 qb max i Pa 2598 355 voor reductie tot 15 MPa qb max i Pa 2598 355 na reductie tot 15 MPa Rb cal max i kN 162 397 per sondering Rs cal max i kN 1770 758 per sondering Re cal max i kN 1933 156 per sondering BEREKENING GRENSTOESTAND STR BIJ SONDERING 02 PPN 27 56 m ac I gem 2 537 qc Il gem 2 314 qc III gem 2 215 alpha p 1 000 beta 1 000 s 1 000 qb max i Pa 2320 376 voor reductie tot 15 MPa qb max i Pa 2320 376 na reductie tot 15 MPa Rb cal max i kN 145 024 per sondering Rs cal max i kN 1715 378 per sondering Rc cal max i kN
359. rease a hundredfold or more Note When a Begemann reduction of cone resistance values is applied in the Excavation window section 4 5 a pile in the middle of the excavated area see pile 2 in Figure 4 29 will have a stronger reduction as opposed to a pile at the border of the excavation For a Verification calculation D FOUNDATIONS will calculate this reduction considering the proper input However for a Preliminary Design calculation only one pile is relevant in the calculation Therefore this will translate to on the left of the single pile the distance is the same as the Distance edge pile to excavation boundary inputted in the Excavation window on the right of the single pile D FOUNDATIONS assumes that the distance from the edge pile to the excavation boundary is very big so the edge does not have any influence Therefore in the case schematized in Figure 4 29 pile 2 will have a lower so incorrect re duction for a Preliminary Design calculation than for a Verification calculation To avoid this the user should make sure that during a Preliminary Design calculation theDistance edge pile to excavation boundary inputted in the Excavation window is the same as the real minimum distance edge pile to the excavation boundary of the single pile called Dmin 2 in Figure 4 29 The user should also make sure that its maximum distance called Dmaz 2 in Figure 4 29 is set to a large value to simulate an endless excavation on the oth
360. reduction of q 1 1 1 gem needs to be applied In that case the q values for determining Q 11 1 gem are limited to a maximum of 2 MPa According to NEN 9997 1 C1 2012 art 7 6 2 3 e this reduction can be left out if the CPT has been carried out at a distance of 1 m from the pile after the pile has been placed D FOUNDATIONS there fore contains the option to suppress this reduction Literally speaking the reduction can only be left out if after installation a CPT is made for each pile at a distance of at most 1 m As this interpretation is very strict and costly the user is advised to consult the inspection regarding the required number of CPTs in order to meet this requirement If the reduction is suppressed this fact is explicitly mentioned in the output file Deltares Bearing Piles EC7 NL Input 8 Calculations Use Almere Due to the special nature of the soil conditions in the Dutch city of Almere rules experience in making pile foundations has lead to a more strict approach to calculating these foundations Select this checkbox to apply this approach to the project This more strict approach consists of the following For the determination of the bearing capacity at the pile point level for each CPT the maximum allowed value for qp maz is set at 12 MPa Normally this limit would be 15 MPa NEN 9997 1 C1 2012 art 7 6 2 3 e The contribution of the bearing capacity produced by the shaft fric tion per CPT Rs maz i to
361. res 4 4 1 Bearing Piles EC7 NL Input 8 Calculations Pile Types In the Foundation Pile Types window reached by clicking on the Pile Types node types of piles can be added and their characteristics defined D FOUNDATIONS is supplied with a database of pre defined pile shapes When one of the pre defined shapes is selected a drop down list of pre defined pile types depending on the selected shape becomes available in the Pile type field If one of the pre defined types is selected the corresponding pile type data are filled in automatically and cannot be edited Select the pile type User defined to enter all data manually D Foundation Pile Types Round 500 a Pile shape Dimensions B gt Diameter Deg im 0 500 wee pH H Hp S ea T S S ts Wess pote Pile type Baie Free Pile type Continuous flight auger pile X tit peed tid Pile type for Og sand gravel Continuous flight auger pile gt E 0 0060 as clay loam peat According to the HINA SS S T Continuous fi z z n sw MAA p load settlement curve Continuous fl uger pile ad v Additional pile info Material Concrete Z Young s modulus kN m2 2 000E 07 S N Slip layer None Representative adhesion kN m2 0 00 ESS HH
362. ress OK to add Main type Gravel Gravel Gravel _ Gravel _ Gravel Sand Sand Sand Sand _ Sand Loam Loam Loam Loam Clay Clay Clay Clay Clay Clay Clay Clay Clay Peat Peat sl sl sl vi vi vi cl cl cl sl very silty sl sl sl vi cl cl cl sl sl Sub type ightly silty ery silty ery silty ery silty lean lean lean ightly silty lightly sandy ightly sandy lightly sandy ery sandy lean lean lean ightly sandy ightly sandy ightly sandy very sandy organic organic not preloaded moderate preloaded Dry unit Consistency weight moderate stiff loose moderate stiff loose moderate stiff moderate loose weak moderate stiff stiff weak moderate stiff weak moderate stiff stiff weak moderate weak moderate kNm 00 0029000 00 0024000 00 0073000 00 0048000 00 0027000 00 0144000 00 0048000 00 0029000 00 0064000 00 0144000 500 0921000 100 0 0512000 200 0 0329000 500 0512000 250 3289000 500 1535000 100 0 0921000 40 0 2302000 80 0 1151000 120 0 0768000 0 0 0921000 10 0 3070000 25 0 2302000 10 0 4605000 20 0 3070000 Ca E 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0000000 0 0037000 0 0020000 0 0013000 0 0020000 0 0131000 0 0061000 0 0037000 0 0092000 0 0046000 0 0031000 0 0037000 0 0153000 0 0115000 0 0230000 0 01
363. results Dutch C Rigid m m gt A Factor Ey 1 00 V Use pile group a Yo 1 00 M Overrule excavation Transformation T A a y 1 00 Limit state Serviceability Ys Suppress acill reduction EQU GEO Limit State E Tink 1 00 M Use Almere rules Maximum allowed settlement mm 150 150 Area 1 00 E Maximum allowed relative rotation 1 100 300 TE easgem 5 006 04 Bearing Piles EC7 NL a bos 4 Selected Profiles Available Profiles Mehsana Preliminary Design 10 00 0 lt u Verification 02 rel 7500 Calculation gt lso 7 Design calculation gt Complete calculation CPT testlevel m 15 00 Pi PREE ile type name ect 250x y tS Figure 12 2 Calculation window Mark the Write intermediate results Dutch checkbox to make it possible to view the inter mediate results file Select Verification as the Calculation Type and Complete calculation under Calculation Check that the Pile type name is lt Rect 250 x 250 gt Enter a depth of lt 15 m gt for CPT test level As dealing with storage facility set the Rigidity of superstructure to Non rigid The input should now correspond with the input given in file Tutorial 2a foi Click Start to begin the calculations A report is automatically opened containing the calculation results 12 4 Evaluating the results 11 To see if the design meets the requirements of limit states STR GEO and serviceability limit state scroll down to the part of the report shown
364. retation Model window 1 ee o 224 16 5 Soil Materials window 1 a a a 225 16 6 Import of DOV html file window 1 o e e e 226 16 7 Soil Profiles window Layers tab a 226 16 8 Soil Profiles window Additional Datatab 227 16 9 Import of DOV html file window GM es 228 16 10 Soil Profiles window Layers tab o 228 16 11 Import of DOV html file window 2 o e e 229 16 12 Soil Profiles window Layers tab o o 230 16 13 Soil Profiles window Layerstab 0 0200204040 231 16 14 Foundation Pile Types window o e 232 16 15 Foundation Pile Properties window o o o e 232 16 16 Location Map Widow AY o 233 16 17 Top View Foundation window displaying the background picture 233 16 18 Calculation window o a 234 16 19 Design Results window a 235 17 1 Gapiin skin friction zomg lt lt 2 241 17 2 Sig ifeonventions MM o e e ee 242 17 3 Skin Micllon levels MH o 4 245 17 4 Two different partial calculations required due to mixed rigidity of structure 246 17 5 Splitting a problem into parts due to a combination of excavation and super imposed loads WU o saci s eR EE ee we a A 247 19 1 Determination of the change in
365. rial 1 for D Foundations Title 2 Bearing Piles calculation with concrete piles Title 3 D Foundations Tutorial 1 Date 10 19 2010 IV Use current date Drawn by Al Project ID Annex ID Geotechnical consultant OO Design engineer superstructure OO Principal OO Location OO Figure 3 15 Project Properties Description window 30 of 280 Deltares General In this window the following information can be entered Title 1 Title 2 Title 3 Date Drawn by Project ID Annex ID Geotechnical consultant Design engineer superstructure Principal Location Deltares Use Title 1 to give the calculation a unique easily recognizable name Title 2 can be added to give more specific characteris tics of the calculation Contains the name of the project file after saving the calcula tion The user is prompted to enter a name for the project file when saving a calculation if it has not already been saved All three titles will be included on printed output Enter the date to be used on all printouts This can either be a fixed date entered in the dialog box e g the start date of the project or the current date enabled by selecting the Use current date checkbox Enter the name of the person who has performed the calcula tion or initiated the printout Enter the project ID Specify the annex number of the printout In these fields the names of the principal people or parties involved in the project can
366. ring layer Top of positive skin friction zone Bottom of negative skin friction zone Deltares Although desirable it usually turns out that the application of a single pile tip level within a project is not realistic Variations in the level of the bearing layer found in the CPTs force the constructor to apply several pile tip levels In the bearing piles model the required pile tip level can be specified separately for each CPT The Preliminary Design Indication bearing capacity sec tion 4 6 2 1 the Preliminary Design Pile tip levels and net bearing capacity section 4 6 2 3 and the Verification Design calculation section 4 6 3 1 calculation options of D FOUNDATIONS suppress the specified Pile tip level and instead performs a series of calculations over a range of levels defined under Trajectory in the Calculation window The other calculation options section 4 6 2 2 section 4 6 3 2 use just the pile tip level specified here in the Additional Data tab of the Soil Profiles window As default value D FOUNDATIONS uses the depth of the CPT point with the maximum cone resistance raised by 0 8 m in order to get enough CPT values below the pile tip for CPT interpretation The over consolidation ratio OCR of the bearing layer is normally caused by historic loads that were applied to this layer over a long pe riod of time According to article 7 6 2 3 j of NEN 9997 1 C1 2012 the maximum pile tip resistance should be reduced
367. rmation in the Soil Materials window Color The color of a material may be changed by clicking on the colored cell and selecting one of the pre defined basic colors or custom creating a color in the window that opens Soil name The name of the soil can be edited here Belgian soil Select one of the available soil types from the drop down list In contrast with type the standard Soil type set Gravel Sand Loam Clay or Peat the Belgian Soil type set also contains typical Belgian types such as Tertiary Clay Sandy Loam and Clayey Sand 76 of 280 Deltares 5 2 1 3 5 2 2 5 2 2 1 5 2 2 2 5 2 2 3 5 2 2 4 Bearing Piles EC7 B Input amp Calculations Gamma unsat Enter the representative dry unit weight of the material i e the unit weight of the soil when above the water level Gamma sat Enter the representative saturated unit weight of the material i e the unit weight of the soil when below the water level Materials Match Material Matching a material with Table 2 b of NEN 9997 1 C1 2012 does not depend on the selected model so refer to section 4 3 1 3 for Bearing Piles EC7 NL Profiles Different actions are possible in the Soil Profiles node of the tree view section 5 2 2 1 Adding a profile section 5 2 2 2 Modifying an existing profile section 5 2 2 3 Viewing and editing the layers representation of a profile section 5 2 2 4 Entering additional data section 5 2 2 5 Viewin
368. rmined based 260 of 280 Deltares 19 8 Tension Piles model EC7 NL on the representative values of both the maximum and minimum tension loads occurring The minimum tension load may be a compressive load According to NEN 9997 1 C1 2012 tension loads have to be entered as positive and compressive loads as negative values Table 19 1 Units of the input output parameters Description Symbol Unit Dry unit weight sat kN m Wet unit weight sat kN m Angle of true internal friction p il Minimum void ratio Emin Maximum void ratio E Median mm Maximum cone resistance kPa Qc reduction Excess pore pressure at top kN m Excess pore pressure at bottom kN m Over consolidation ratio OCR Shatt friction factor Qt Pile Tip Level PTL m NAP Excavation level m NAP Cone resistance qe MPa Unit weight water kN m Surcharge Po kN m Tension force kN Pull out force kN Pile weight calculated kN Coordinates of piles and CPTs for determining the positions in the pile and cone plans should be specified in m Tension Piles schematics The required data for executing a calculation for a pile foundation can be divided into two groups data related to the foundation construction category superstructure pile type pile dimensions pile plan etc and data used to typify the subsoil CPTs with corresponding soil profiles including height groundwater leve
369. rs section 6 3 1 1 Adding a standard material including its soil parameters from Ta ble 2 b as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex section 6 3 1 2 Adding manually a material and its required soil parameters section 6 3 1 3 Changing the properties of an existing material by matching them with the properties of a NEN material i e from Table 2 6 of NEN 9997 1 C1 2012 Materials Add from Standard The Add from NEN 9997 1 orAdd from Belgian Annex buttons can be used to select a standard material including its soil parameters from Table 2 6 as defined in NEN 9997 1 C1 2012 or its counterpart as defined in the Belgian Annex To add a standard material click the Add from NEN 9997 1 button or Add from Belgian Annex button to open the NEN 9997 1 Table 1 window Figure 6 4 or the Belgian Annex window Figure 6 5 Deltares 91 of 280 D FOUNDATIONS User Manual P nen 9997 1 Table 1 Select materials and press OK to add Dry unit Wet unit Phi Main type Sub type Consistency weight weight deg Gravel slightly silty moderate 18 00 20 00 35 00 Gravel slightly silty stiff 9 00 21 00 37 50 _ Gravel very silty loose 18 00 20 00 30 00 Gravel very silty moderate 9 00 21 00 32 50 _ Gravel very silty stiff 20 00 22 00 35 00 Sand clean loose 7 00 19 00 30 00 Sand cl
370. ructure For a preliminary design only a single pile is considered 11 Select Preliminary Design andPile tip levels and net bearing capacity specify a trajectory from reference level lt 10 m gt to lt 20 m gt with an interval of lt 0 1 m gt and enter a Net bearing capacity of lt 750 kN gt 12 Mark the Write intermediate results Dutch checkbox Note The calculations should be performed separately for each CPT otherwise the default value for the 3 and factors will be 1 32 two CPTs for rigid superstructure instead of 1 39 one CPT for rigid superstructure The latter 3 and factors are valid for just one rigid support which is the case so select just one CPT for each calculation 13 Highlight CPT 2 under Selected CPTs and click the 21 button to transfer it out of the Selected CPTs window and into the Available CPTs window Figure 13 3 The calculation will now only be performed for CPT 1 D calculation eSEE A Rigidity of superstructure Overrule parameters Model options C Non tigid Factor Ez 1 00 IV White intermediate results Dutch Rigid 5 rm os Factor 4 1 00 v Use pile group E Yp 00 7 Ovenule excavation Transformation m Y 1 00 Limit state Serviceability TE Suppress acill airain EQU GEO Limit State E Tink 1 00 M Use Almere rules Maximum allowed settlement mm 150 150 T Area 1 00 5 Maximum allowed relative rotation 1 100 300 T E ea gem 5 00E
371. s 28 of 280 Enable this checkbox to show the rulers at the top and side of the window Deltares 3 4 3 General Large Enable this checkbox to use the large cross hair cursor cursor Info bar Enable this checkbox to display the Info bar at the bottom of the window The Info bar displays the cursor coordinates the view mode and the ID of the selected object Project Properties View CPT Profile Project Properties e Us s C Types as defined in NEN table Top View Foundation Load Settlement Curve View CPT Profile Save as default Figure 3 12 Project Properties window View CPT Profile tab Cancel Help Click the appropriate toggle button to determine which names for the soil materials will be used when viewing CPT profiles Location Map Choose Location Map from the Project menu to display the Location Map window where a picture can be imported and then visualized in the Top View Foundation window as back ground map This can help the user to check and or adjust the positions of the inputted CPTs and piles Location Map Background Picture Co ordinates Left Top Figure 3 13 Location Map window Nederland wmf mi mi 1 l 145074 870 146112 660 Right m 229783 420 Bottom m 228867 860 Cancel Help Background Select the picture in format JPG JPEG BMP EMF or WMF to be used as Picture background map Left Enter the X
372. s Bearing Piles EC7 NL Input 8 Calculations Edit properties for all positions E Parameters Pile head level mR L 0 50 Surcharge kN m 25 00 Design value of load on pile Limit state STR GEO kN 1800 00 Serviceability Limit state kN 40000 cat re Figure 4 23 Edit properties for all positions window for Bearing Piles EC7 NL model 4 4 3 Top View Foundation Select Top View Foundation under the Foundation node in the tree view to display this window Here the pile locations and types and the CPTs can be seen in plan view for a selected Pile type In case of pile group the collection of Middle piles blue bullet in the Legend see Figure 4 24 shows the piles that could possibly be part of a pile group for the determination of the negative skin friction NEN 9997 1 C1 2012 art 7 3 2 2 e The collection of Edge piles black bullet in the Legend see Figure 4 24 shows the rest of the piles which are not part of the pile group for the determination of the negative skin friction P Foundation Top View Foundation o e Round 500 Edge pile Round 500 Middle pile Y T D y a S gt 15 Ye on at a ke a A a E lo Pile type Round 500 x Number of Piles 36 Number of CPT s 2 X 10 172 Y 4 535 Edit Figure 4 24 Foundation Top View Foundation window for Bearing Piles EC7 NL model The button bar of this window allows the vie
373. s 13 4 Verification of the design 13 5 Maximum negative skin friction 0 13 6 Using continuous flight auger piles vi Deltares Contents 13 7 CONCUSSION lt lt EP A a a A Past de O 2 198 14 Tutorial 5 Parking Garage on Tension Piles 199 14 1 Introduction to the Case eee ee 199 14 2 Entering the project data e ee 200 14 251 SOONG ci A a a 200 14 22 Fundag s 2 sar o bod aa na eS aoi Ee D a 204 14 29 ExXCavalon o 2 o ara d ai a A a a 205 14 3 Calculation and results o oaoa a a a a a 206 144 CONCUSSION 2 4 5 26 44 we web 2 4 ee a A a 209 15 Tutorial 6 Farm with a Pond Shallow Foundations 211 15 1 Introductiontothecase Md 211 15 2 Entering the project data 4 o 212 15 3 Verification of the design M o o 214 15 4 Influence of the fishing pond 028 2 0 2000 217 15 5 Conclusion lt lt g a gt 219 16 Tutorial 7 Design of Bearing Piles using the Belgian method 221 16 1 Introduction to the case W GP 221 16 2 CPTs from the DOV database 0 2 e 222 16 3 Model MB 223 16 4 CPT Interpretation Model MMe 224 16 5 Soil Mio WM 225 16 5 1 Materials YO Wi dt ee 225
374. s 6 piles and the level of the pile head 0 m below the reference level Note that a level below reference implies a negative value Fill in a Design value of load on pile of lt 400 kN gt for Limiting state STR GEO and lt 300 kN gt for Serviceability limit state As the embankment will still be made the sur charge does not change Check the option Use pile grid to replace current pile positions to replace the single pile that was entered in the previous example Click the OK button to close the window D FOUNDATIONS generates a pile plan consisting of 36 piles with the given properties Click the Top View Foundation node in the tree view to display a graphical representation of the pile plan as illustrated in Figure 11 3 Deltares 173 of 280 D FOUNDATIONS User Manual Foundation Top View Foundation ra En anto ao la Ea p2gor9 a adf Legend IN 3 Ba Rect250x250 Edge pile 4 6 12 18 24 30 28 a Rect250x250 Middle pile T o a o ov Y cer I y a 3 5 11 17 23 29 35 o o o o o 1 4 10 16 2 28 34 o o o o ie pocos 5 3 9 15 21 27 33 oa z o z z z 2 8 14 20 26 32 o o o o o o aI on 7 13 19 25 31 ponco F o o o E Pile type Rect 250x250 Number of Piles 36 Number of CPT s 2 K X 120002 800 Y 50010 636 Edit Figure 11 3 Top View Foundation window Overview of the pile plan 11 5 Checking the
375. s Model options C Norrrigid l Factor B 0 00 V Write intermediate results Dutch Rigid Factor A 0 00 Use quality assurance Factor 1 00 CPT Coverage Area Factor Es 1 00 Area in the pileplan covered per CPT m2 1000 00 Ved NN CE 1 00 mi 1 00 Figure 5 12 Calculation window for Bearing Piles EC7 B model In the top part of the window the following information can be entered Rigidity of Here the superstructure can be specified as either Non rigid or Rigid superstructure To determine if a structure may be considered as stiff one can remove one pile and perform a settlement calculation SLS If the settlement due to the removing of the pile is less than 5 mm the construction may be considered as stiff The choice between Rigid and Non rigid influences the determination of the factors 3 and amp 4 as described in article 5 6 5 in the Belgian Annex NOTE This setting has no influence on overruled values of factors s and amp 4 Area in the pile This defines the area of the pile plan covered by a single CPT and its plan covered value is used to determine the values for 3 and amp 4 per CPT Factor 5 Here the value for 8 the pile base shape factor can be overruled Nor mally this value would be derived from article 5 3 1 in the Belgian Annex Factor Here the value for the factor for the shape of the pile base cross section can be overruled This is a reduction factor for piles with a
376. s and net bearing capacity 110 Shallow Foundations EC7 NL Input amp Calculations 113 71 Treeview OR 113 foe PRI ae ee P Be eS 114 7 21 Materials ee i a a Oa a a 114 7 2 1 1 Materials Add from Standard 115 7 2 1 2 Materials Addmanually 116 7 2 1 3 Materials Match Material 2 117 7 2 2 Profiles 2 o MIMO lt a a 117 7 2 2 1 Addigg iRrofiles WH lt 2 117 7 2 2 2 Options for existing profiles 117 7 2 2 3 editing Laca MY 117 7 2 2 4 Additional Data cua o ee 118 7 2 2 5 Viewing Profiles o 118 7 2 2 6 Summary Pressures o 119 7 2 3 Slopes RMB eoa 120 7 3 Foundation O e e a a 121 7 3 1 Types of Shallow Foundations aooo oaoa a a 121 TAZ Loads Mo co annaa a a 122 71 3IBFPoundation plai lt ooa oa 4 0 123 7 3 4 Wop View Foundation 2 124 7 4 Calculator MD lt lt e 0 125 7 4 1 Options for a Shallow Foundations calculation 125 YAS Calculalion optione q sare 22 0 rss a 127 7 4 2 1 Optimize Dimensions o 127 7 4 2 2 Maximize Vertical Loads 128 7 4 2 3 Verification 2 ke 0 0 4 129 View Results 131 8 1 Load Settlement Curve o
377. s given in Table 14 1 The inter preted soil profile based on the boring shows a somewhat different outline of the subsurface than the CPT does After comparing the CPT and the boring data it can be concluded that the CPT shows much more sand layers between ground level and the top of the deep Pleistocene sand layer The tension bearing capacity of a pile in soft soils is much lower than the tension bearing capacity of a pile in sand layers which has a consequence for the total bearing capacity for tension load of the subsoil The bearing capacity for tension derived from the CPT data will be higher than the bearing capacity for tension based on a soil profile derived from the boring Since the boring has been done at the site of the future parking garage recently whilst the nearby CPT was performed a while ago it is believed that the information of the boring is more 200 of 280 Deltares Tutorial 5 Parking Garage on Tension Piles accurate for the compilation of the soil profile needed for the calculations However according to NEN 9997 1 C1 2012 CPT data is needed for tension pile calculations A way to get partially round this is to create a soil profile manually starting from the CPT and modifying the interpretation according to the data from the boring Naturally in a later stage additional soil investigation needs to be done to check whether the soil profile used really resembles the situation at site The CPT data has already bee
378. scription Title 1 Title 2 D Foundations Project 10 19 2010 Use current date Geotechnical consultant Design engineer superstructure Principal Location Figure 4 1 Main window for the Bearing Piles EC7 NL model For the Bearing Piles EC7 NL model the tree view contains the following nodes and sub nodes Project Properties Use this option to describe and identify the project Description Project Properties Use this option to specify the execution time of CPTs relative to the Construction pile installation This information is needed to determine whether Sequence the problem qualifies for certain exceptions made in NEN 9997 1 C1 2012 Soil Materials Use this option to enter the soil material properties Soil Profiles Use this option to enter and view a soil profile for each CPT as well as to enter additional data related to the CPT Foundation Pile Use this option to enter the required pile types The pile type can be Types specified and its dimensions entered _ E A l Foundations Pile Use this option to define the pile plan Apart from the pile positions Properties the pile head level a superimposed load next to the pile if required and the pile load are entered here This data can be entered for each pile separately or a grid of piles can be generated at once Deltares 33 of 280 D FOUNDATIONS User Manual
379. section 19 1 for demands on pile length on the basis of the definition of a pile in this article if the phrase under ground Deltares 259 of 280 19 7 D FOUNDATIONS User Manual level is inserted after Element of which the length The length of the pile above ground level actually has no effect on whether the calculation model may be used or not NEN 9997 1 C1 2012 art 7 6 2 3 k Requirements related to the CPT If there is any reduction of the q values in the case of an excavation the method to be used to determine the effective vertical tension 0 is described in detail Begemann However D FOUNDATIONS offers two methods for the reduction of qe values in the case of an excavation First there is the Safe NEN method which offers a more conservative approach Secondly the q values can be reduced manually if needed These options can be found under Reduction of cone resistance in the Excavation window Units dimensions and drawing agreements It should be noted that the Tension Piles model EC7 NL is based on a semi 3 dimensional approach On a flat plane this is expressed in the pile and CPT plans specified The third dimension the depth is recorded in the CPTs and the corresponding soil profiles A fully 3 D approach in which the piles can also be recorded to their full depth raking piles is not considered desirable The dimensional split in the flat plane on the one hand and in the depth on the other hand
380. sed soil layer interpretation click the gt button to transport the interpretation into a profile to be used in the project Note If during the interpretation of a CPT the point corresponding to the cone resistance and the friction ratio of a layer is situated outside the limits of the diagram of the selected rule i e 94 of 280 Deltares Tension Piles EC7 NL Input amp Calculations Figure 3 7 in section 3 2 2 the program will assign an Undetermined material to this layer with unrealistic properties That s why the user must always review the automatic interpretation of the CPT before performing a calculation In such case the user must select himself the appropriate material from the drop down list of available materials using its expertise 3 Soil Profiles CPT 01 e Layers Additional Data Summary Pressures Selected CPT Profile Z a re Materials Pore Pressure and OCR R Ze Top Material gt fM level y e m O gt 1 0 690 Loam sl san weak y gt 1 190 Loam slsan weak ye 3 1 690 Loam ve san stiff 4 3 190 Sand ve sil loose a 5 6 690 Loam ve san stiff 10 3 10 6 7 190 Clay ve san stiff X 3 Zy Eire 7 690 Loam sl san weak y ia 8 8 690 Loam ve san stiff 2 g 9 190 Loam sl san weak 10 10 190 Clay sl san moderate
381. settlement curves are now referred to by number as in the NEN EN itself and no longer by the now obsolete names For Bearing Piles EC7 NL the actual used 3 or 4 is now indicated in the In termediate Results File section 8 3 1 1 as well as the Report in case of Verification Calculations For Report o Verification Complete as single line in Report just below the values O Verification Design in the tables per calculated depth For Bearing Piles EC7 NL the determination of the neutral earth pressure coefficient Kofor the calculation of the negative skin friction is improved if OCR is not 1 the Jacky formula is used see section 17 5 For Shallow Foundations it is now possible to override the partial factors see Fig ure 7 14 Deltares 5 of 280 D FOUNDATIONS User Manual Besides the following known bugs are solved o ltis not possible any more to add boundaries layers to the profiles graphically beyond the allowed maximum number of layers o The layer thickness for the interpretation model is now remembered for each separate profile For Bearing Piles EC7 NL and Tension Piles EC7 NL Tables 10A and 10B for the determination of 3 and delivered the wrong but save values when the number of CPT s equals 10 It now returns the proper values For Bearing Piles EC7 NL in the Report the value given for sand gravel was not correct in some cases for mainly manual CPT with only a few
382. sis of the prediction model 3 What is the chance that an obstacle will be encountered Give an estimate in percentage 4 Do you know which pile hammer is used O yes Ono 5 Type of pile JUNTTAN HHK 5 End hammer hamrr 6 Blow energy pile hammer kNm 7 Kind pile hammer hydraulic 8 Spacing between piles 8 00 number times pile diameter 9 Diameter of the piles mm 250 x 250 X 10 Length of the piles m 15 70 11 Concrete quality of the piles B 55 12 Permanent prestressing of the piles N mm2 o lt Previous Geotechnics Installation Result Report Next gt a Figure 11 8 GeoBrain Prediction window Installation menu Note Leave a blank field if the required information is not available such as with Question 3 21 Click Next gt when finished This will provide the result of the prediction given in Fig ure 11 9 Deltares 177 of 280 D FOUNDATIONS User Manual Y GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report Next gt a Result prediction Very Moderately Not Totally suitable Suitable suitable suitable not suitable Suitability pile The above estimation of the suitability of the pile is related to the pile specifications length diameter concrete quality and prestressing With this estimation it is clear whether this combination will make an useable pile regardless ofthe risks mentioned below An unsuitable pile can not be used Reasonably N
383. sks mentioned below An unsuitable pile can not be used Reasonably Not Risk None Small large Large feasible Not achieving depth Significant damage caused by heavy driving Pile cracks due to tension waves Measures Below you can see if there are measures to be taken to reduce the risk of significant damage caused by heavy driving Reasonably Not Risk None Small large Large feasible Jetting Suitable driving cap Pre drill Adjust drop height Use an expert crew Figure 11 10 GeoBrain Prediction window Result menu 2 prediction As the suitability of the pile has indeed further improved Figure 11 10 it can be concluded that raising the pre stressing level is an option to improve the suitability of the pile for this project 23 Redo the process starting at step 14 for Profile 02 so select 02 at step 15 with a pre stressing of 4 kN mm This results in the prediction given by Figure 11 11 Deltares 179 of 280 D FOUNDATIONS User Manual Y GeoBrain Foundation Technology lt Previous Geotechnics Installation Result Report Next gt a Result prediction Very Moderately Not Totally suitable Suitable suitable suitable not suitable Suitability pile The above estimation of the suitability of the pile is related to the pile specifications length diameter concrete quality and prestressing With this estimation it is clear whether this combination will make an useable pile regar
384. splayed For more information about viewing results refer to chapter 8 Note If within the trajectory no level is found for a CPT with the required net bearing capacity this is marked as in the Pile Tip Level column In order to provide some idea the 110 of 280 Deltares Tension Piles EC7 NL Input amp Calculations calculated capacities for the last trajectory level are included Deltares 111 of 280 D FOUNDATIONS User Manual 112 of 280 Deltares 7 Shallow Foundations EC7 NL Input amp Calculations Just as with the other models two types of data are required for the shallow foundations model Firstly data is required to determine the soil characteristics soil profiles including the ground water level placement depth of foundation and so on Although helpful CPTs are not required for shallow foundations The soil data is entered in the windows that appear when selecting the sub nodes below the Soil node in the tree view Secondly data is required to specify the construction of the foundation for example dimensions foundation plan and so on The relevant options can be found in the windows that appear when selecting the sub nodes below the Foundation node in the tree view Before calculating the project design a number of options that will apply to all shallow founda tions need to be specified in the window that appears when the Calculation node is selected in the tree view
385. t The default value for the Top of positive skin friction zone need not to be changed This value co incides with the first clay layer on the profile starting at the bottom of the profile see Figure 16 7 D Soil Profiles GEO 89 128 SI Layers Additional Data Summary Pressures Phreatic level m 265 Copy From Top of positive skin friction zone m 1 73 Copy To Figure 16 8 Soil Profiles window Additional Data tab Note Importing a piezometric CPT type U is done in the same way as for a standard electrical CPT type E 16 5 3 Soil Profile from mechanical CPT type M2 To import the mechanical CPT M2 16 Click the Profiles node under Soil in the tree view 17 Click on Import in the Soil Profiles window 18 Select the CPT M2 with file name GEO 92109 S4 html and click Open D FOUNDATIONS reads the selected file in the Import of DOV html file window see Figure 16 9 Graphic representations of the cone resistance q conusweerstand the friction f wrijving and the percentage of friction Rp wrijvingsgetal are displayed at the left part of the Import of DOV html file window A conversion factor 7 Etta Conversion factor Etta is used to convert the mechanical measured q values Qc meas into equivalent electronic q values Qc ey as used in D FOUNDATIONS Qc eg Yc meas N This conversion factor Etta has different values depending if the soil is a tertiary clay Etta Tertiary clay or n
386. t It is possible to select more than one file at the time A number of formats are supported o CPT former D FOUNDATIONS format allowing to re use CPTs used in older versions of D FOUNDATIONS o GEF Geotechnical Exchange Format a Dutch standard developed by CUR to exchange geotechnical data such as CPTs HTM HTML supports the import of files downloaded from the website of the Flemish database called Databank Ondergrond Vlaanderen DOV This website can be found at dov vlaanderen be When using files from this site be sure to read their disclaimer button Aansprakeli jkheid first See also the note below SON an old simple text format for the exchange of CPT data as used by NENGEO the pre decessor of D FOUNDATIONS Note In case of CPTs imported from the Flemish database DOV four types of CPT are distinguished electrical CPT type E piezometric CPT type U and mechanical CPT type M2 and M4 Depending on the selected CPT type the content of the Import of DOV html file window displayed is different For electrical E or piezometric U CPT Figure 4 8 a graphic representations of the cone resistance qe conusweerstand the friction f wrijving and the percentage Deltares 39 of 280 D FOUNDATIONS User Manual of friction Ry wrijvingsgetal are displayed at the left part of the Import of DOV htm file window For mechanical CPT type M2 Figure 4 9 a graphic representations of
387. t for the Pile tip level and lt 7 m gt one meter below the excavation level for the Top of tension zone Deltares 203 of 280 14 2 2 D FOUNDATIONS User Manual D soil Profiles CPT 01 Layers Additional Data Summary Pressures Phreatic level m 2 00 Copy From Copy To Pile tip level Im 2400 PERSA Top of tension zone m 7 00 Figure 14 7 Soil Profiles window Additional Data tab Foundation Now that the soil profile has been entered the foundation itself can be inputted The piles to be used are driven concrete square piles with a width of 450 mm The pile head level is set to 6 m excavation depth and the center to center distance of the piles is 2 m 21 Select the Pile Types node in the tree view and enter the pile type as described above Note that all the default values are OK only the base height and base length of lt 0 45 m gt need to be filled in ff LK Foundation Pile Types Rect 450x450 to ol Pile shape Dimensions S po e Base width a m 0 450 i y Base length b rm 0 450 F Hp A SE gth b m i i JT oy Clay loam peat According to the standard E NA mi Pile type Fin tit Pile type for rit tid oy sand gravel Prefabricated concrete pile gt 0 0070 TE FER SAR Material Concrete z Unit weight pile material kN m3 24 00 Figure 14 8 Foundation Pile Types window
388. t this step several times if necessary ES Click this button to measure the distance between two points Click on one point and the distance from there to the current mouse position is displayed in the panel at the bottom of the view k d Click this button to undo the last zoom step B Click this button to restore the original dimensions of the view Excavation Click the Excavation node in the tree view to display this window Here one Excavation level can be entered for all soil profiles Under Reduction of cone resistance select the method by which the cone resistance is to be reduced in order to take the effect of the excavation into account D Excavation Sas RETR Reduction of cone resistance Excavation level m 6 50 Distance edge pile to Manual excavation boundary m 0 00 C Safe NEN The excavation boundaries are to C Begemann the left and right of the pileplan Top Level qc Reduction 2 0 500 28 00 Mm 2 000 28 00 10 000 28 00 A 14 000 28 00 16 010 2400 20 000 19 00 a 23 990 17 00 5 E D a AAA Depth m PL Phreatic Level 1 00 m EL Excavation Level 8 50 m ge MPa Initial Effective Stress Reduced qc MPa Effective Stress x 23 329 Y 11 741 Edit Figure 6 16 Excavation window Deltares 105 of 280 6 6 D FOUNDATIONS User Manual Manual reduction of cone resistance The reduction percentages per layer per CPT can be
389. t with a Width of lt 0 6 gt m and a Length of lt 10 m gt Set the Type to lt Cast in place gt 9 Foundation Types Rect 60010000 oO m3 Shape Round Rectangular 5 OE NE Width w m 0 600 Length L m 10 000 Type C Prefab e Eai Figure 15 4 Foundation Types window 9 Click on the Foundation Loads node in the tree view A new load is automatically created The first objective is to check the current vertical bearing capacity of the foundation of the old farm so the load entered should be the current load acting on the foundation The represen tative vertical design load is calculated from the data given in section 15 1 by multiplying the area of the strip 0 6 m x 10 0 m 6 0 m by the given pressure of 20 kN m This results in a representative value for the load of 6 0 x 20 0 120 kN which should be entered as the Vertical Design load value for Serviceability limit state for info on the limit states see in section 20 2 To calculate the Vertical Design load value for Limit state STR GEO multiply this load by the partial factor of 1 2 resulting in a load of 144 kN The horizontal wind load also needs to be applied in order to determine the vertical bearing capacity The horizontal load results in a moment which in turn can be translated to an eccentric vertical load at foundation level According to NEN 9997 1 C1 2012 art 6 5 2 2 b the surface area of the foundat
390. ta When clicking this button the user is directly directed to the Result menu section 9 2 4 if all required information are correct If not the user is directed through the different items of a menu bar section 9 2 1 to fill in the missing required information GeoBrain Prediction Menu bar When clicking the Refine button a main screen appears with a menu bar Figure 9 3 at the top and the bottom Menus named Geotechnics section 9 2 2 and Installation section 9 2 3 contain questions that either have been filled automatically or must be filled by the user before performing any prediction in the Result menu section 9 2 4 and viewing saving the report in the Report menu section 9 2 5 Use the Next gt and lt Previous buttons to go through this menu Geotechnics Installation Result Report Next gt Figure 9 3 GeoBrain Prediction window Menu bar GeoBrain Prediction Geotechnics menu The Geotechnics menu shows the selected CPT and contains geotechnical questions P GeoBrain Prediction Arcia 1 CPT 9 Upload CPT Browse Search for CPT Default CPT No Selection Select Current CPT file 01 2 Groundwater level with respect to the surface m if below 0 50 surface Interpretation CPT 01 Cone resistance MPa Friction 0 10 20 30 0246810 J 7 J J Depth m to NAP ZZZ aT WELLL mM Geotechnics Installation Result Report Next gt a
391. tered The available options are described below 6 4 1 Pile Types In the Foundation Pile Types window reached by clicking on the Pile Types node types of piles can be added and their characteristics defined D FOUNDATIONS is supplied with a database of pre defined pile shapes When one of the pre defined shapes is selected a drop down list of pre defined pile types depending on the selected shape becomes available in the Pile type field If one of the pre defined types is selected the corresponding pile type data are filled in automatically and cannot be edited Select the pile type User defined to enter all data manually 9 Foundation Pile Types Rect 450x450 nC fa Pile shape Dimensions Base width a m 0 450 B b be a ha a ia N Ja NE gt K Pile type 3 4 Pile type for Base length b m 0 450 mt 1 trl a sand gravel Prefabricated concrete pile tit t 0 0070 EJ NA Lol La aj clay loam peat According to the standard Material Concrete zi Unit weight pile material KN m 24 00 l Figure 6 11 Foundation Pile Types window for Tension Piles EC7 NL model The required pile shape can be selected by clicking on the pertinent diagrammatic represen tation of the geometry in the panel on the left of the window Figure 6 11 In the Dimensions sub window at the top
392. that heave of the soil due to the pile driving is not taken into account The effect of soil displacements decreases linearly over an area of 6D around the pile The cone resistance is proportional to e3 Re Lunne and Christoffersen 1983 The effect of higher tension due to soil displacement is assumed to be incorporated in the calculation method therefore calculated pore volumes may be smaller than physi cally possible smaller than in Excavation of soil layers does not influence the cone resistance and packing of deeper layers Based on these assumptions the influence of pile installation is determined f exp 3 x ARo 19 11 Deltares 255 of 280 D FOUNDATIONS User Manual with n Ae ARe Ae Cmax Emin n r 6 l e Nae Le 0 with r lt 6 5 5 50 9 He x Cmax Emin Emax 1 de z Re x ln gt 2 91 x a where e is the void ratio 0 is the actual void ratio derived from the relative density at the moment the CPT is executed Emas is the maximum void ratio specified in the Materials window section 6 3 1 Emin is the minimum void ratio specified in the Materials window section 6 3 1 Tr is the distance Deg from the considered pile to a neighboring pile qe z is the measured cone resistance in kN m O z 0 is the initial vertical effective stress at depth z in kN m Note The factor f is always greater than or equal to 1 Note For relatively small values of
393. the correct negative skin friction is calculated for each CPT which allows the user to de termine the net bearing capacity Remaz d Fs nk a for each CPT The results are presented in atable The table can be viewed with the Design sub node in the Results node The results can also be found in the report Report node In the report an additional table presenting the Re net a per pile type per CPT can be found For more information on viewing results see chapter 8 Preliminary design Pile tip levels and net bearing capacity This option is used to obtain an indication of the required pile tip level per CPT in order to re alize the desired net bearing capacity Renet a This desired net bearing capacity can be re garded as the desired maximum allowable calculation load on the pile in limit state STR GEO and as such does not appear in the standard The required pile tip level per CPT is located in a user defined pile tip trajectory This trajectory is specified by means of a top Begin and bottom End limit in m above below the reference level usually NAP in the Netherlands The nterval of the trajectory determines the number of calculations to be performed with a maximum of 151 Information about the requirements that must be met when defining the trajectory can be found in section 4 6 2 1 When defining a trajectory the user need not take account of the specified levels of posi tive and negative skin friction If required these levels
394. the depth range over which the calculation should take place to be determined The depth range of interest for this design consists of the layers of loam and sand that lie between reference levels 13 m and 22 m because between these levels the soil layer seems able to bear our foundation it has a relatively high qe in lo in Figure 10 11 Profiles window Detail of the Soil To make sure to find the proper level the actual trajectory is stretched a bit So it starts at 10 m and ends at 25 m Please note that CPT data needs to be available to at least 5 times the pile diameter below the deepest pile tip level in this case 25 m 34 Switch to the Calculation window and select Preliminary Design for Calculation Type and Indication Bearing Capacity under Calculation Mark the Write intermediate results Dutch checkbox to make it possible to view the inter mediate results file Enter a Trajectory to Begin at lt 10 m gt and End at lt 25 m gt with an Interval of lt 0 5 m gt 35 36 Deltares 167 of 280 D FOUNDATIONS User Manual J cate Esra Rigidity of superstructure Overrule parameters Model options Non rigid I Factor 1 00 W Write intermediate results Dutch C Rigid I Factor 84 1 00 V Use pile group F o H 1 00 IF Overule excavation Transformation ry g 1 00 I Suppress q y reduction Limit state Serviceability s EQU GEO LimitState m Tk H 1 00 I Use Almere rules M
395. thod for a pile base diameter of 0 2 m Qr b0 4 Unit pile resistance calculated using De Beer method for a pile base diameter of 0 4 m r b0 2820 Unit pile resistance calculated using De Beer method for a pile base diameter of 0 282 m Diepte Install Fac Scale Fac Qb Punt draagkracht 2 00 0 700 1 000 2364 086 103 359 2 10 0 700 1 000 3234 144 141 399 2 20 0 700 1 000 4320 651 188 901 2 30 0 700 1 000 5605 305 245 067 2 40 0 700 1 000 6974 881 304 946 2 50 0 700 1 000 7991 585 349 397 2 60 0 700 1 000 8857 057 387 236 2 70 0 700 1 000 9604 623 419 920 Install Fac Installation factor Scale Fac Scale factor Qo Calculation value of the maximum bearing capacity of the foundation Puntdraagkracht Pile tip resistance Rp Intermediate Results for Shallow Foundations EC7 NL The following is a description of the intermediate results using the Verification option in the Calculation window When the Optimize Dimensions and Maximize Vertical Loads options in the Calculation window are used the file is the same as far as printed parameters are concerned although the content is now incorporated in the file for each iteration step in the calculation The intermediate results are saved in the file for each calculation step for each foundation element and for each limit state The calculations are explained below for section 8 3 3 1 Limit state EQU section 8 3 3 2 Limit states GEO and serviceability limit state Limit state E
396. tion angle tan The default overruling value is 1 Here the user can enter its own value for Yeu the partial factor on undrained shear strength s The default overruling value is 1 Here the user can enter its own value for 7 the partial factor on the soil unit weight for serviceability limit state The default overruling value is 1 Here the user can enter its own value for yc the partial factor on the primary compression index C The default overruling value is 1 Here the user can enter its own value for YCa the partial factor on the secondary compression index Ca The default overruling value is 1 Intermediate results can be written to a file by selecting this checkbox It must be born in mind that such a file can become very large Note that this file is only available in Dutch Deltares Shallow Foundations EC7 NL Input amp Calculations Use interaction Select this checkbox to apply the interaction model when determining model the settlement of a foundation element The interaction model takes the influence of all other foundation elements into account by superposition This model also allows for the calculation of the rotation between the foundation elements based on the centre point of the elements pro vided no two elements are placed at the same position i e the centre point of the elements may not be the same If the interaction model is not applied only the individual settlement of the individual element
397. tion level for each soil profile In this way the user can cater for the above mentioned variations Non rigid rigid One restriction when creating schematics is that for each calculation only parts of structures that can be considered either as completely rigid or as completely non rigid may be in cluded a single schematic If the structure is partly non rigid and partly rigid for example a building with a rigid core at least two calculations one for the non rigid part and one for the rigid part must be performed Moreover if the structure consists of several different parts that can be considered as rigid the user must execute a calculation for each part The reason for this restriction is that the model cannot be used to correctly determine the relevant mutual distances and therefore the mutual rotations between the rigid and non rigid foundation elements For the definition of rigid non rigid elements see NEN 9997 1 C1 2012 art 7 6 1 1 c Merging sub calculations When splitting the problem definition into parts the users should calculate and verify the rota tion between those parts them self based on the maximum settlements in the limit state GEO and serviceability limit state calculated for each part The required centre to centre spac ing between rigid and non rigid building components and between each of the rigid building components should be carefully defined if possible in consultation with the
398. tisfy the conditions specified in the previous para graphs secondly because a fully 3 dimensional approach is needed for the support of raking piles and this is not considered desirable given the limitations of the chosen hardware plat form A fully 3 D approach would restrict the maximum problem size of this model Design of tension piles according to EC7 NL NEN 9997 1 C1 2012 For every CPT entered the design value of the capacity in tension for each pile is determined The geometry of the piles is taken into account as well as whether the structure can be con sidered as rigid or not any variable loading of the pile excavation influences and compaction of the soil in the case of displacement piles Depending on the geometry for each single pile or group of piles with equal parameters pile type pile dimensions distance to excavation loading and geometry the design value of the capacity in tension is given The design option with fixed pile tip levels determines for each CPT the design value of the bearing capacity for the pile tip level which is specified in the Additional Data tab of the Profiles option for each CPT under the Soil node Using the design option Pile tip levels and net bearing capacity section 6 6 2 3 the program will determine for each CPT the highest pile tip level within the specified boundaries for each point where the design value of the capacity of the pile is greater than or equal to the net bearing
399. to 100 by the program which limits the maximum increase in stress to the value of the effective foundation pressure A second effect of the stress curve is that the stress increases seen from below never become smaller the curve is always descending with increasing depth An increase in stress is replaced by the deeper value if it is less than that deeper value Calculation and verification of the rotations occurring in a non rigid structure is performed on the basis of the relative settlements and distances between the centers of gravity of the foundation elements Rotation of an individual foundation element is not considered For a rigid structure the rotations are set to zero in accordance with article 6 6 2 c NEN 9997 1 C1 2012 Geometric problems While developing the shallow foundations model the following geometric problems were de tected When working with several foundation elements it is important that they do not overlap D FOUNDATIONS does not check for overlapping foundation elements as this test would take up a disproportionate amount of space in the program Moreover the users can easily and quickly check for overlaps themselves since the foundation plan is displayed graphically to scale in the Top View Foundation window A second problem involves the implementations of slopes On the one hand it is desir able that several different slopes can be used with different foundation elements while on the other han
400. tomatic interpretation as well as all calculations are based on electronic qc values A For this reason within D Foundations only the equivalent electronic qc values are shown and used To view the original qc values use the GEFPlotT ool to display these values 31 s 7 Cancel Help Figure 4 10 Import of DOV html file window for mechanical CPT type M4 Note New profiles can be added at all times by choosing the Profiles node in the tree view When there are no profiles available just cancel the import dialog that pops up Otherwise the New option is directly available Adding Profiles Import from DINO To import one or more CPTs from the DINO database right click the Profiles nodes and select the Import from DINO item Alternatively if at least one profile is already present then click on the Profiles node and then select Import from DINO as the Action to be performed Note If there are no profiles yet imported then clicking on the Profiles node will automatically causes the Import CPTs from file window to open Just cancel this window that pops up and choose the Import from DINO option The Import CPT for D Foundations window that opens Figure 4 11 allows searching CPTs from the Google by zooming in to the location of the project Refer to DINO for more informa tion on the DINO database 42 of 280 Deltares Bearing Piles EC7 NL Input 8 Calculations CPTs from DINO You can search for a CPT h
401. tre pile select the Text tab The results are given separately for each pile group and the names of the piles included in each group are given Scrolling down it can be seen that Pile group 4 is the group containing the pile named lt center gt Deltares 207 of 280 D FOUNDATIONS User Manual IB Design Results o Show results Rtd Eurocode Indicative 3 Text Chart Filter results Order results by Lower limit Tension Force kN 0 I Apply filter Depth Upper limit Tension Force kN 0 ear Pile group 4 Number of piles belonging to this pile group 1 Names of piles belonging to this pile group center Level CPT name Rtd Max mobilized Pile weight Tension derived soil weight from clay mRL kN kN kN 7 00 CPT01 2 43 7 00 2 43 0 00 7 25 CPT01 3 04 10 96 3 04 0 00 7 50 CPT01 3 65 16 15 3 65 0 00 7 75 CPT01 4 25 22 79 4 25 0 00 8 00 CPT01 4 86 31 04 4 86 0 00 8 25 CPT01 5 47 41 09 5 47 0 00 8 50 CPTO1 6 08 48 32 6 08 0 00 8 75 CPT01 6 69 54 29 6 69 0 00 9 00 CPT01 7 29 60 25 7 29 0 00 9 25 CPT01 7 90 66 22 7 90 0 00 9 50 CPT01 8 51 72 19 8 51 0 00 9 75 CPTO1 9 12 78 15 9 12 0 00 10 00 CPT O1 9 73 84 12 9 73 0 00 10 25 CPT O1 10 34 90 09 10 34 0 00 10 50 CPT 01 0 94 96 05 10 94 0 00 10 75 CPT 01 1 55 102 02 11 55 0 00 11 00 CPT01 12 16 107 99 12 16 0 00 11 25 CPT01 2 77 113 95 12 77 0 00 11 50 CPT O1 3 37 119 92 13 37 0 00 11 75 CPT 01 13 98 125 89 13 98 0 00 12 00
402. tructure Click Start again Deltares 187 of 280 125 D FOUNDATIONS User Manual Rigidity of superstructure Non tigid Rigid Figure 12 4 Calculation window Selecting Rigid for the Rigidity of superstructure Note There are two alternative ways to let the design meet the demands namely by choos ing a pile type that has a larger diameter or by using more piles However both decisions would increase the cost of the design If the assumption of a rigid superstructure is legitimate according to NEN 9997 1 C1 2012 art 7 6 1 1 c this option is preferred From the report that results it can be concluded that the requirements now meet for all limits states Conclusion This tutorial has shown how to define and verify a grid of piles It has been seen that the rigidity of the superstructure can affect whether the design meets the requirements of the limit states 188 of 280 Deltares 13 13 1 Tutorial 4 Pipeline Duct on Bearing Piles In this tutorial the bearing piles foundation for a pipeline duct is designed and verified in accordance with EC7 NL NEN 9997 1 C1 2012 The objectives of this exercise are o To learn the steps needed for a complete design and verification for a foundation con sisting of bearing piles o To gain perception of the consequences of options chosen prior to calculation o To determine the needed pile tip levels for the foundation to be constructed For this tutorial the following D F
403. tween the CPT resistance and the Friction Ratio These relationships are also displayed in a graph The friction ratio is defined as the shear resistance as a percentage of the cone resistance In the Interpretation Settings sub window a default model to be used to interpret newly im ported CPTs can be selected The minimum layer thickness can also be modified for the default CPT interpretation model This minimum layer thickness setting is especially useful for avoiding insignificantly small layers The supported standard models are 3 type rule A basic model differentiating between sand clay and peat CUR rule 8 different soil types an extension of the classification according Robertson 1983 also printed in CUR publication 162 NEN rule 14 different soil types according to the Dutch standard NEN 9997 1 C1 2012 qconly rule A special rule using only the cone resistance not the frictional resistance developed especially for the Belgian mechanical CPT type M4 which doesn t provide the frictional resistance A user defined model can also be added as described below To start a user defined model from a standard template click Copy to User Defined to copy the 3 type rule CUR rule NEN rule or gc only rule contents to the User Defined model Use the Ada Insert Delete and Rename buttons to add or delete rules Select a rule in the Rule name sub window and select the corresponding soil type from those av
404. ue to punching Boor Correction of the width of the foundation element when the foundation level is displaced due to punching dz x tan 8 De Correction of the width of the foundation element when the foundation level is displaced due to punching dz x tan 8 eH Correction of the arm of the horizontal force when the foundation level is displaced due to punching Bef p Effective width of foundation element in the case of punch Let Effective length of foundation element in the case of punch Zu Foundation level valid at this moment in the calculation Determination bearing capacity NEN 9997 1 C1 2012 art 6 5 2 2 g Curd Calculation value of undrained shear stress le Reduction factor for gradient of the load 138 of 280 Deltares View Results Se Form factor for the effect of the cohesion Susa Calculation value of original vertical effective stress at depth z maz d Calculation value of maximum foundation pressure Lambda Correction factor for any ground level gradient for the effect of cohesion Lambda Correction factor for any ground level gradient for the effect of soil cover Lambda Correction factor for any ground level gradient for the effect of effective volu metric weight of the soil under the foundation surface Qe Influence width te Influence depth uRa Maximum calculation value of the undrained vertical bearing capacity Pre Tensile force per linear m that the fo
405. ulation Characteristic value of pile tip resistance Characteristic value of pile shaft resistance Deltares View Results Gamma_b Gamma_s Ry d Rs d Rea Partial resistance factor of pile tip from NEN EN 1997 1 NB adopted in NEN 9997 1 C1 2012 Tables A 6 A 8 Partial resistance factor of pile shaft from NEN EN 1997 1 NB adopted in NEN 9997 1 C1 2012 Tables A 6 A 8 Design value of pile tip resistance Design value of pile shaft resistance Design value of pile bearing capacity 8 3 1 2 Limit state GEO and serviceability limit state calculation for each CPT for each pile The following is executed for both limit state GEO and serviceability calculation per CPT per pile Negative skin friction per CPT per pile Sond Paal Paal Fnk rep gamma f nk Fnk d sneg I Nr Nr Groep I kN 1 1 EN 1 m I Pa o 1 WEE 109 728 10000 104 0 0000 0l 2 NEE 103 725 1 000 104 0 0000 ol 3 NEE 103 725 1 000 104 0 0000 ol 4 NEE 103 725 1 000 104 0 0000 ol 5 NEE 103 725 1 000 104 0 0000 ol 6 NEE 103 725 1 000 104 0 0000 0l 7 NEE 103 725 1 000 104 0 0000 Fnkrep Representative value of the friction force as a result of negative skin friction gamma fink Partial load factor Yf nk Bald Calculation value of the friction force as a result of negative skin friction Sneg Settlement as a result of the negative skin friction if the expected ground level settlement m is between the limits 0 02
406. ult Er Meas ents Drive Good E 03204 De Leeuwenhoek Bedrijfshal06 ee Flevoland 0 Z Leeuwenhoekstraat te Berkel en Rodenrijs A SMe sl tS Friesland 0 Gelderland 0 Undesirable occurrences aa pansa he Limburg 0 Noord Brabant 0 Noord Holland 14 Overijssel 0 Utrecht 0 Zeeland 3 Zuid Holland 15 Belgium 1 Foundation Technology lt Length 15 20m lt Dimensions prefab pile 250 x 250 mm Pile hammer blow energy very heavy 110 kNm or more 1 S heavy 80 110 kNm 7 03204 De Leeuwenhoek Bedrijfshal08 Measurements Drive Good moderately heavy 60 80 kNm 8 Leeuwenhoekstraat te Berkel en Rodenrijs 250 x 250 mm2 JUNTTAN HHK 6 light 35 60 kiim 16 f Undesirable occurrences SST aa 18 m Undesirable occurrences Did not achieve depth 0 Pile crack 2 Damage to pile head 5 Pressure damage to pile shaft 0 Misplacement 0 Surrounding piles moving upwards 0 Pile paced sloping 1 Tumbling of the rig 0 Serious injuries personnel 0 Uncertainty real depth piles 0 Surplus length of piles 1 Pile hammer not functioning well 0 Jib falling over backwards 0 Other 0 Measurements Drive 65_Betonson Bedrijfshal Leta 250 x 250 mm JUNTTAN HHK 6 de Krijgsman te Amstelveen Undesirable occurrences ee m Figure 11 14 GeoBrain Experiences window Search on pile type In total 33 experiences are available to review this number can be di
407. um of 151 When defining a trajectory the user need not take account of the specified levels of positive friction If required these levels are adjusted automatically for each calculation step If the above requirements are not met D FOUNDATIONS will not perform a calculation but will suggest better values to be used Also note that the method De Beer as implemented in D FOUNDATIONS puts forward an addi tional requirement on the CPTs The sampling rate of the CPTs must be at most 0 20 m Next the CPTs and pile type to be included in the preliminary calculations are selected Note that the order in which the CPTs are selected also determines the order of calculations The last parameter in this window concerns the Cone Diameter This value is used in the determination of e a parameter referring to the scale dependant soil shear strength char acteristics as described in article 5 3 1 of the Belgian Annex The default cone diameter is 35 7 mm as suggested in that article Finally once the calculation type and relevant parameters have been selected click Start to begin the calculation Note When a calculation is started any previous calculation results will be replaced To retain previous results print the results or make a copy of the project files Alternatively set the default action to Always Save As instead of Always Save for the Save on Calculation option on the General tab in the Program Options window Tools menu In that c
408. undation can absorb in the case of squeeze additional information no verification value sqRa Calculation value of the vertical bearing capacity in the case of squeeze Vd g v d Maximum calculation value of the total vertical load including extra load due gt to punch Va Vg v a Bearing capacity drained behavior GEDRAINEERD GEDRAG EQU Berekeningsgeval Geval C Iteratie 1 phi bij begin 31 336 phi na berekening 21 128 Iteratie 2 phi bij begin 21 128 phi na berekening 22 805 Iteratie 3 phi bij begin 22 805 phi na berekening 22 538 phi fgem d einde iteratie 22 581 Parameters Resultaten zonder pons lambda_c 1 000 lambda_q 1 000 lambda_g 1 000 ic 1 000 iq 1 000 ig 1 000 se 1 437 sq 1 384 sg 0 700 Ne 17 548 Nq 8 298 Ng 6 070 Sv z d 9 273 S max d 137 233 Vd 0 000 Vg v d 0 000 Bcor 0 000 Lcor 0 000 eHcor 0 000 b 1 000 1 1 000 zd 0 600 cgem d 0 000 fgem d 22 581 ggem d 14 473 ae 4 260 te 1 580 op basis van phi 30 00 dRd 137 233 Va 60 000 gedraineerd dus verticale draagkracht voldoet Iteratie 1 phi bij begin 31 336 phi na berekening 16 014 Iteratie 2 phi bij begin 16 014 phi na berekening 15 332 phi fgem d einde iteratie 15 332 Parameters Resultaten MET pons Vd g v d 71 701 Vg v d 11 701 Bcor 0 141 Leor 0 141 eHcor 0 500 b p 1 101 1 p 1 141 zd 0 600 cgem d 0 000 fgem d 15 332 ggem d 12 727
409. ure 9 11 and inspect other projects D seoBrain Experiences oo 5 Ex lt Back a y GeoBrain Foundation Technology Overview Situation Geotechnics Prefabpile Installation Surroundings Experiences Next gt ni Z 03204 De Leeuwenhoek Bedrijfshal06 enema che Good ES 250 x 250 2 JUNTTAN HHK 6 7 Leeuwenhoekstraat te Berkel en Rodenrijs S mm ade Length o Undesirable occurrences 17 5 m Situation General information about the project Geotechnics The features of the soil at the site of execution Prefabpile Features of the foundation system Installation Execution of the foundation system Surroundings Influence of the execution on the surroundings Experiences Developed undesirable occurrences Figure 9 12 GeoBrain Experiences window Detailed information on the selected project Using the Refine query table at the right side of the window Figure 9 11 it is possible to refine the search by clicking the appropriate requirement displayed in green In parenthesis is the number of projects of the GeoBrain database that meet this requirement The available requirements concern the quality of the result the project location some sheet pile installation settings and some undesirable occurrences as listed below Result Choose between Good Moderate or Poor Area Different regions from the Netherlands or different countries Belgium or Germany can be selected Length Select one of the l
410. us check on the prescribed area of influence for each CPT of 25 x 25 m could lead to very slow response times because of the large number of calculations that this entails Consequently an approach has been chosen 238 of 280 Deltares Bearing Piles model EC7 NL that in some cases does not provide a solution and results in a warning in the output file This warning indicates that according to the somewhat restricted check performed by the program the scope of the soil test is not sufficient but that the user may be able to demonstrate the opposite manually This manual confirmation should then be added to the user s results of course NEN 9997 1 C1 2012 art 7 6 4 2 k Group of piles settlement calculation Although parameters A4 p b and ba specified in this article initially seem to be clear there is nonetheless a catch If the cross section of the pile base contains unequal sides the pile orientation is found to play a role This pile orientation is not included in the bearing piles model to limit the required amount of input so a conservative approach has been incorporated into the program NEN 9997 1 C1 2012 art 7 3 2 2 e Pile group negative skin friction calculation Parameter A in this article has not been clearly defined In particular there is no defini tive way of determining A if there are irregular centre to centre distances between piles within a pile group For this reason as high a value as possible is us
411. ve saturated unit weight of the material i e for soil below the water level 116 of 280 Deltares 7 2 1 3 7 2 2 7 2 2 1 7 2 2 2 7 2 2 3 Shallow Foundations EC7 NL Input amp Calculations Friction Enter the representative angle of internal friction y It must lie between 0 angle phi and 90 degrees Cohesion c Enter the representative effective cohesion c Cu Enter the representative undrained shear strength s F_undrained Cc Enter the representative primary compression index C e Ca Enter the representative secondary compression index Ca Initial void Enter the representative initial void ratio ey Note that this parameter does ratio e0 not appear in the NEN 9997 1 C1 2012 Table 2 b as this is not a part of it However after selecting a material from the table a default value for this parameter is automatically calculated using For peat D ep 15 5 when Ysat 10 kN m D ep 4 9 when Ysat 12 kN m D ey 2 9 when Ysat 13 kN m For all other soil types o Ys Ysat Ysat 10 where Ysas is the saturated unit weight and 7 is the unit weight of the grains 26 5 kN m Materials Match Material Matching a material with Table 2 b of NEN 9997 1 C1 2012 does not depend on the selected model so refer to section 4 3 1 3 for Bearing Piles EC7 NL model Profiles Different actions are possible in the Soil Profiles node of the tree view section 7 2
412. ved FOP file for the pile type currently selected When the appropriate file has been located and opened the pile types in the FOP file are added as new nodes under the Pile Types node Pile Properties Use the Foundation Pile Properties window to define the positions of the piles for the project D Foundation Pile Properties ole Pile head level mR L 5 00 Se x Y Name im Im Ae ph 45726 25 229273 75 2 45728 75 229273 75 x 3 45731 25 229273 75 14 145733 75 229273 75 5 45726 25 229271 25 6 45728 75 229271 25 0 7 45731 25 229271 25 8 45733 75 229271 25 D 19 45726 25 229268 75 10 45728 75 229268 75 11 45731 25 229268 75 1112 45733 75 229268 75 13 45726 25 229266 25 114 45728 75 229266 25 15 45731 25 229266 25 116 45733 75 229266 25 Figure 5 9 Foundation Pile Properties window for Bearing Piles EC7 B model In this window the following information can be entered Pile head The pile head level is used to specify for each pile the level of the pile head level with regard to the reference level usually NAP the Dutch reference zero level This allows calculation with deepened pile heads i e below the ground level If the pile head level is not entered the default level 0 00 m NAP applies 82 of 280 Deltares Bearing Piles EC7 B Input amp Calculations Name In this box the pile position names are displayed Each position automati cally receives a number when added t
413. version factor Ettaare given in Table 21 2 and depend on the cone type M1 M2 or M4 and the soil type tertiary clay or not Those values are based on AOSO report of 1997 results of CPTs at Sint Katelijne Waver Limelette Schelle and Koekelare and data from literature Qc electrical Table 21 2 Conversion factors y for mechanical CPTs Cone Tertiary Clay Other soil M1 1 30 1 00 M2 1 30 1 00 M4 1 15 1 00 Note The top level of the Tertiary Clay can be found in the DOV database dov vlaanderen be under isohypses In case of a site where both electrical and mechanical CPTs are performed a conversion factor specific for this site can be determined rules to be fixed in Part 2 of Eurocode 7 or in the corresponding National Annex 274 of 280 Deltares 22 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 benchmark checks are provided in the following sections to allow the users to overview the checking procedure and verify for themselves the correct functioning of D FOUNDATIONS The benchmarks for D FOUNDATIONS are subdivided
414. w contains the following checkboxes relevant to the Top View Foundation window to view this window select the title in the tree view on the left Pile numbers CPT titles Rulers Large cursor Info bar Legend Show grid Snap to grid Enable this checkbox to display the pile numbers pile titles in the Top View Foundation window Enable this checkbox to display the titles of the CPTs Enable this checkbox to show the rulers at the top and side of the window Enable this checkbox to use the large cross hair cursor Enable this checkbox to display the Info bar at the bottom of the window The Info bar displays the cursor coordinates the view mode and the ID of the selected object Use this checkbox to display or hide the legend in the Top View Foundation window The legend explains the symbols used in this view Enable this checkbox to display the grid Enable this checkbox to make objects align to the grid automatically when they are moved or positioned Project Properties Load Settlement Curve Project Properties mon Top View Foundation Load Settlement Curve View CPT Profile View IV Rulers Large cursor IV Info bar 7 Save as default Help Cancel Figure 3 11 Project Properties window Load Settlement Curve tab This window contains the following checkboxes relevant to the Load Settlement Curve window to view this window select the title in the tree view on the left Ruler
415. w to be manipulated in various ways Deltares 59 of 280 D FOUNDATIONS User Manual R Click this button to select objects using the cursor and to finish using any of the other modes described below m Click this cursor to activate the pan mode Click and drag the view to see a different part of it A Click this button to activate the zoom in cursor Then click on the part which is to become the centre of the desired enlarged view Repeat this step several times if necessary F Click this button to undo the last zoom in step If necessary click several times to retrace each consecutive zoom in step that was made E Click this button to select a rectangle for enlargement The selected part will be enlarged to fit the window Repeat this step several times if necessary El Click this button to measure the distance between two points Click on one point and the distance from there to the current mouse position is displayed in the panel at the bottom of the view ps Click this button to undo the last zoom step ia Click this button to restore the original dimensions of the view Excavation Click the Excavation node in the tree view to display this window Here one Excavation level can be entered for all soil profiles Under Reduction of cone resistance select the method by which the cone resistance is to be reduced in order to take the effect of the excavation into account 60 of 280 Deltares Bearing Piles EC7 NL Input 8 C
416. weak BClay clean modstiff A BClay sl san moderal g n BClay sl san stiff BClay sl san weak Coordinates BClay sl san modstiff CPT Rule NEN Rule X y A x m fo 00 Y m 0 00 BPeat sl san modera Min layer thickness m fi 0 00 BPeat sl san stiff BPeat sl san weak Edit Figure 4 13 Soil Profiles New CPT window showing empty profile There are two ways to input new layers in the empty new profile 44 of 280 Deltares 4 3 2 2 Bearing Piles EC7 NL Input 8 Calculations Manual input of the layers In the Layers tab of the Soil Profiles window add layers manually using the Add row Insert row and or Delete row buttons For each created layer enter its Top level and select the corresponding Material from the drop down list Figure 4 13 containing the soil materials previously defined in the Soil Materials window section 4 3 1 those Materials can either be added from Standard or added manually Manual input of the CPT values only in case the CPT values are known but not avail able in one of the following file formats CPT GEF HTM HTML or SON To edit the CPT values select the added node in the tree view Then right click the node and choose Edit CPT Values This opens the Edit CPT Values window allowing editing the actual CPT values as explained in section 4 3 2 1 Then refer to section 4 3 2 3 for the
417. ws a database of pile types to be built up which can be used in future projects allowing the pile type definition with less effort and less chance of errors Use the Import option in the same context menu to select a previously saved FOP file for the pile type currently selected When the appropriate file has been located and opened the pile types in the FOP file are added as new nodes under the Pile Types node Deltares 101 of 280 D FOUNDATIONS User Manual 6 4 2 Pile Properties Use the Foundation Pile Properties window to define the positions of the piles and the loads for the project There are several ways to do this as described hereafter 4 00 0 00 6 00 No 4 00 2 00 6 00 No 4 00 4 00 6 00 No P Foundation Pile Properties a gt Pile head Use Maximum Minimum ri Name had ia level Alternating load on pile load on pile je hu Im mA L Loads kN kN gt 0 00 0 00 6 00 No 0 00 0 00 x 2 0 00 2 00 6 00 No 0 00 0 00 nae ai 3 0 00 4 00 6 00 No 0 00 0 00 333 _ 4 2 00 0 00 6 00 No 0 00 0 00 center 2 00 2 00 6 00 No ES 6 2 00 4 00 6 00 No 0 00 0 00 7 8 3 44 4 4 4 4 4 o Si oor or o Figure 6 12 Foundation Pile Properties window for Tension Piles EC7 NL model In this window the following information can be entered Name In this box the pile position names are displayed Each position automati cally receives a number when added to
418. x Ca Initial void ratio eo Width of foundation element W m Deltares 269 of 280 20 6 20 6 1 D FOUNDATIONS User Manual Length of foundation element L m Diameter of foundation element D m X coordinate of foundation element m Y coordinate of foundation element m Angle on a horizontal plane of the length axis of foundation element with the Y axis Eccentricity of the vertical load in the direction of latitude of the E m foundation Eccentricity of the vertical load in the direction of longitude of the E m foundation Calculated value of the vertical load in the limit state STR GEO Vu striceo KN Calculation value of the vertical load in the serviceability limit Va serviceabiity KN state Eccentricity of the horizontal load with respect to the bottom of E m the foundation element Angle on a horizontal plane of the horizontal load with the K lengths of the foundation element Calculated value of the horizontal load in the ultimate limit state Ha equ kN EQU Calculated value of the horizontal load in the serviceability limit H q serviceavility KN state Maximum permissible settlement Sreq m Maximum permissible relative rotation req m m Shallow Foundations schematics The requisite data for executing a verification calculation according to the Dutch standards for a foundation can be divided i
419. y weak __ BLoam slightly sandy modstiff BClay clean moderate _ BClay clean stiff BClay clean weak BClay clean modstiff _ BClay slightly sandy moderate BClay slightly sandy stiff BClay slightly sandy weak _ BClay slightly sandy modstiff BPeat slightly sandy moderate BPeat slightly sandy stiff _ BPeat slightly sandy weak Figure 4 5 Belgian Annex window for Bearing Piles EC7 NL model 2 Select the required soil and then click OK to return to the Soil Materials window where 36 of 280 Deltares 4 3 1 2 Bearing Piles EC7 NL Input 8 Calculations the information for the selected soil will have been filled in 3 To select and add more than one soil at the time use the Shift or Control key when select ing Note The NEN 9997 1 Table 1 and Belgian Annex windows display either the high or the low values according to the influence of the parameters For example for both Bearing Piles models the soil weight has a negative influence so the high values must be chosen whereas for Tension Piles NEN EN 9997 1 and Shallow Foundations models the soil weight has a beneficial effect on the bearing tension capacity so the low values much be chosen The program will for each calculation only use the materials as selected in the Materials window It will never take values from the standard tables directly So the user must make sure the proper values have been selected For instance when first performing a Beari
420. ype chosen in D FOUNDATIONS is either screw piles shaft in plastic concrete or screw piles with lost driving tube and Df D lt 1 5 The De Beer method determining the pile tip resistance The pile tip resistance is defined on the basis of CPT values and the initial effective vertical stress Step 1 Calculation of the friction angle Using the above mentioned values a calculation value for the angle of internal friction y deviating from the y detected in the laboratory is determined according to B 9 T 1 1 qe 1 3 x exp 27 tan py x tan E fraco 2 xX O16 18 1 where dlo is the vertical effective stress qe is the cone resistance Deltares 249 of 280 ERT Rn 18 1 2 18 1 3 18 1 4 18 1 5 18 1 6 D FOUNDATIONS User Manual Step 2 Calculation of 6 and 5 Using the y and h d h is depth d is the diameter of pile or cone a 6p and a e are determined according to the formula h d exp 0 57 tan y x exp 8 tan y x tan G e a 18 2 4 2 1 85m0p Here is the factor B L for round piles B L is equal to 1 as described in the De Beer method To derive the values for 5 cone respectively 8p pile the values for d as well as 0 should be given the proper values for either the cone or the pile Step 3 Calculation of d Using these 5 values and the CPT values the homogenous value dg can be determined de exp 2 be Bp tan y d 18 3 Step 4

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