REPORT Geotechnical Investigation, Stokke (Norway)

CLIENT Statkraft AS

SUBJECT Geotechnical Investigation, Stokke (Norway)

DATE: / REVISION: April 26th, 2017. Rev 02 DOCUMENT CODE: 814879-RIG-RAP-001

This report has been prepared by Multiconsult on behalf of Multiconsult or its client. The client’s rights to the report are provided for in the relevant assignment agreement. Third parties have no right to use the report (or any part thereof) without advance written approval from Multiconsult. Any use of the report (or any part thereof) for other purposes, in other ways or by other persons or entities than those agreed or approved in writing by Multiconsult is prohibited, and Multiconsult accepts no liability for any such use. Parts of the report are protected by intellectual property rights and/or proprietary rights. Copying, distributing, amending, processing or other use of the report is not permitted without the prior written consent from Multiconsult or other holder of such rights.

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 2 of 9

REPORT

PROJECT Geotechnical Investigation, Stokke DOCUMENT CODE 814879-RIG-RAP-001 SUBJECT Geotechnical Investigation and Geotechnical ACCESSIBILITY Open prerequisites for design CLIENT Statkraft AS PROJECT MANAGER Jimmie Ekbäck COORDINATES SONE: 32V EAST: 6566545 NORTH: 574026 PREPARED BY Jimmie Ekbäck MUNICIPALITY Sandefjord RESPONSIBLE UNIT 2012 Geofag Drammen

SUMMARY The investigation included 13 no. total soundings. In addition to the total soundings, 1 no. CPTu sounding was done and 7 no. samples for laboratory testing were taken from nr. 8. At depths of 7.8 m to 32.6 m is encountered in the . Local variations could occur. The consist of a top layer of over sensitive (Norwegian “kvikkleire”). In some boreholes are 1- 4 m of moraine registered over the bedrock. The ground water table is measured at a depth between 0 to 1 m from the ground surface. The ground water table will vary over the year due to rain and snow. All investigations are performed according to Eurocode 0 and Eurocode 7, with the Norwegian national annexes. For further description of the field and laboratory investigation methods, enclosure 2. For Geotechnical prerequisites for design and assessment of for the datacenter and other constructions, see chapter 5 and 6.

03 14.08.2017 Rev. enclosures JIS DL EriS 02 22.05.2017 Rev. after comments by Statkraft JIS DL EriS 01 15.05.2017 Rev. after comments by Statkraft BKT/JIS DL EriS 00 26.04.2017 Draft JIS DL KnE REV. DATE DESCRIPTION PREPARED BY CHECKED BY APPROVED BY

MULTICONSULT | Tel +47 51 22 46 00 | multiconsult.no NO 910 253 158 VAT Report multiconsult.no Geotechnical Investigation TABLE OF CONTENTS

TABLE OF CONTENTS

1 Introduction...... 5 2 Field investigations ...... 5 3 Laboratory investigations ...... 5 4 and soil conditions ...... 6 5 Geotechnical prerequisites for design ...... 7 5.1 Regulation basis ...... 7 5.2 Safety against acts of nature...... 7 5.3 Construction safety ...... 7 5.4 Geotechnical category ...... 7 5.5 Reliability class ...... 7 5.6 Control of geotechnical design ...... 8 5.7 Execution control ...... 8 6 Assessment ...... 8 6.1 Foundation of the datacenter ...... 8 6.2 Foundation of other constructions in the area ...... 9 7 References ...... 9

Drawings:

814879 -0 Location map

-001 Plan of borings

-10 Results from laboratory 20-33 Total soundings and CPTu- soundings 75-76 Results from CRS in laboratory

Enclosure: 1 Notes from the field engineer 2 Explanation of geotechnical symbols and text 3 Calculations of parameters, and settlement of foundation

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 4 of 9 Report multiconsult.no Geotechnical Investigation 1 Introduction

1 Introduction The purpose of the investigations in Stokke is to evaluate the feasibility of the site as location for a datacenter with an expected ground pressure of 100 – 150 kN/m2. Multiconsult ASA is engaged to carry out the geotechnical investigation. This report includes the results of the investigation at the site. The memo (814879-RIG-NOT-001) describes geotechnical prerequisites for design.

2 Field investigations Based on an initial borehole plan from the client, Multiconsult adjusted the final location of the boreholes to the local conditions. The investigation has included 13 no. total soundings. This method combines rotary pressure sounding and rock control drilling. 45 mm jointed rods and a 57 mm drillbit with impregnated hard metal or diamond fragments are used. During drilling in soft layers, the rotary pressure mode is used, with drillrods given constant penetration and rotation rates. When a dense layer is encountered, the rotation rate is increased. If this is not sufficient to advance the drillrods, water or air flushing and strokes on the drillstring are used. The thrust FDT (kN) is recorded continuously and is shown to the right on the diagram, whereas flushing pressure, number of strokes and drilling time is shown to the left. In this investigation, the soundings ended at the depth of bedrock. In addition to the total soundings, 1 no. CPTu sounding was done and 7 no. samples for laboratory testing were taken from borehole no. 8. The CPTu was pushed into the soil at a constant rate of penetration. The penetration resistance of the cone and the resistance of the sleeve were measured to calculate friction angle, , pore pressure and E- modulus. The investigated site is shown on the location map, drawing no. -0. The borehole locations are shown on the plan of borings, drawing log. -001. The plan of borings also shows the surface elevation of each borehole, sounding/drilling depths in deposits and the elevation of the rock surface. The results of the total soundings are presented on the drawings logs. -20 to -32. The result of the CPTu sounding is presented on drawing log. -33. All investigations are performed according to Eurocode 0 and Eurocode 7, with the Norwegian national annexes. For further description of the field investigation methods, enclosure 2.

3 Laboratory investigations The results of the laboratory tests are presented on the drawings –no. 10 and 75.1 to 76.2 in the enclosure. All investigations are performed according to Eurocode 0 and Eurocode 7, with the Norwegian national annexes. For further description of the field investigation methods, enclosure 2.

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 5 of 9 Report multiconsult.no Geotechnical Investigation 4 Terrain and soil conditions

4 Terrain and soil conditions At depths of 7.8 m to 32.6 m, bedrock is encountered in the boreholes. Local variations could occur. The top layer in the area consists of peat with undrained shear strength of 8 kPa, a friction angle of 20 degrees and a over 600 % down to 1-2 m depth below surface. Under the peat is a varying layer of 8 to 25 m of very sensitive clay (Norwegian “kvikkleire”). Undrained shear strength of the sensitive clay is increasing with 3,5 kPa/m from 8 kPa at 2 m depth to 100 kPa at 25 m depth. The friction angle of the sensitive clay varies from 31 to 34 degrees. The water content varies between 15- 50 %. The sensitive clay has a sensitivity (St) between 20- 105. The pre consolidation ratio (OCR) is 2 in the clay. The deformation modulus in the clay is 2 MPa when an effective axial stress of 20- 50 kPa is applied. In some parts in the area, there are layers of silty clay and/or between the peat and the very sensitive clay or between different clay layers. As shown in Table 1 there is a sand layer within the sensitive clay at 7 to 10 m depth. In some boreholes was moraine registered over the bedrock. The thickness of the moraine varies from 0,5 to 5 m. The ground water table was measured at a depth between 0 to 1 m from the ground surface. The ground water table will vary over the year due to rain and snow. Table 1. General shear strength and friction angle in the area of the datacentre.

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 6 of 9 Report multiconsult.no Geotechnical Investigation 5 Geotechnical prerequisites for design

5 Geotechnical prerequisites for design

5.1 Regulation basis The current regulations are the basis for the design. For geotechnical design, this applies: - - NS‐EN 1990‐1:2002 + NA:2016 (Eurocode 0) - - NS‐EN 1997‐1:2004 + NA:2016 (Eurocode 7) - - NS‐EN 1998‐1:2004 + NA:2014 (Eurocode 8) - - TEK 10 § 7 - - TEK 10 § 10 - - NVE 7‐2014

5.2 Safety against acts of nature In the geotechnical design, the contractor must perform necessary investigations and calculations for safety against acts of nature according to the Norwegian planning and building act (PBL) with related technical regulations (TEK 10), ref./1/. This includes: - TEK 10 § 7.2, Safety against flood. The Stokke (Mellomsvik) area will have a level of +2,26 (NN2000) in a 200 years flood, including sea rising and climate change, ref./3/.

- TEK 10 § 7.3 and NVE 7‐2014, ref/2/, Safety against and demarcation of quick clay. This is described in NVE 7-2014. The datacenter should be classified in K4 (.

5.3 Construction safety In the geotechnical design, the contractor must perform necessary calculations for safety against construction failure, see ref./1/.

5.4 Geotechnical category Requirements for geotechnical category for design are to be found in Eurocode 7. Due to thick layers of sensitive clay under the datacenter the geotechnical category will be set to 3 (GK3) for the project. In the geotechnical design, the contractor can reduce this category for some of the construction parts, if the contractor can prove that the construction part can be classified in a lower category.

5.5 Reliability class Structures are divided into reliability classes depending on the consequence class and the intended safety. The datacenter is classified as CC/RC 2 according to Eurocode 0, Table NA.A1(901).

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 7 of 9 Report multiconsult.no Geotechnical Investigation 6 Assessment

5.6 Control of geotechnical design The contractor must perform necessary controls according to Eurocode 0. The design control class is set to PKK2. Table 2. Requirements of control (Eurocode 0, Table NA.A1(902))

Explanations of the requirements are listed in Eurocode 0.

5.7 Execution control The contractor must perform necessary execution controls according to Eurocode 0. The design control class is set to UKK2. Table 3. Requirements of control (Eurocode 0, Table NA.A1 (903))

Explanations of the requirements are listed in Eurocode 0.

6 Assessment

6.1 Foundation of the datacenter Calculations has been done for loads between 100 -150 kN/m2. Calculations (see enclosure 3) shows that loads over 138 kN/m2 will result in failure in the ground. Maximum loads per square meter is therefor set to 130 kN/m2. Calculations (with the assumption what the peat will be completely removed) show that the building must be constructed on piles to bedrock or hard moraine, due to large settlements (up to 1 meter) in the ground when load is added to the surface. In the areas of sand and/or layers will the settlements be a bit less, but still large. The sand and gravel layers will result in differential settlements if the building is not constructed on piles to bedrock or hard moraine. There are very high restrictions to mass displacements and changes in pore pressure when piling in sensitive clays in Norway. Due to this, it is recommended to use bored steel tube piles. The length of the piles will vary with the bedrock. See the total soundings for depth to bedrock.

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 8 of 9 Report multiconsult.no Geotechnical Investigation 7 References

If the contractor wants to choose a different type of pile, the contractor must make a design of how to deal with mass displacements to provide a safety against landslides while piling. Other types of piles could be either concrete piles or steel piles. No other types of piles can be chosen.

6.2 Foundation of other constructions in the area The bearing capacity is related to applied load and therefore the contractor must design all construction loads to find out the bearing capacity of the soil in the specific area.

7 References /1/ TEK 10 - § 7 "Sikkerhet mot naturpåkjenninger" og § 10 "konstruksjonssikkerhet" med tilhørende veiledning fra DIBK /2/ NVEs retningslinjer nr. 2/2011 "Flaum- og skredfare i arealplaner" med vedlegg (NVEs veileder 2014_07 «Sikkerhet mot kvikkleireskred») /3/ /6/ DSB, Havnivåstigning og stormflo, 2016

814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 9 of 9 Drawings

Enclosure to RIG-RAP-001 Date 03.04.2011 STATKRAFT AS Format/ scale St atkr af t Geotechnical lnves tigations and E val uation Disiplin (onstructed (ontrolled Approved GEOTEKNIKK BKT JiS EriS Multiconsult Project nr. Drawing nr. Rev. www .mul ticonsul t .no 814819 0 00 20/6

74/3

20/3 N=6566700

74/3

N=6566600

20/56

20/1

N=6566500

20/48

Stokkemyra

20/48

20/49 20/65 74/33 20/65 N=6566400

20/65 20/65 74/3 20/64

74/33 20/49

20/63

20/39 20/62

N=6566300

20/32 20/3 20/52 20/52 20/61 20/1

20/53

20/60

20/54

20/60

20/50

20/57

N=6566200 74/11 20/57 20/59

20/51 20/34

74/12 20/36

20/37

20/3 74/28 20/45

20/58 Ø=574100 Ø=574000 Ø=573900 Ø=573800 Ø=573700 Ø=573500 Ø=573600 Ø=574400 9560/2 Ø=574200 N=6566100 21/3 20/3 Stokkemyra

20/3/2

Sundland Fag Format Slope samples Drillbook.:Digital drillbook STATKRAFT AS RIG A3 Total sounding Terrain elevation Base for level measurement: Measured by Ingeniørservice Dato sounding nr Drilled depth + drilled in rock 29.03.2017 CPT Assumed bedrock elevation Lab.booknr.: Digital lab.book Statskraft Geotechnical Investigations and Evaluation Map basis: Sosi-format from Nordeca AS .UTM32 Euref89 NN2000 INVESTIGATION PLAN Format/Målestokk: TOTAL SOUNDING 1:3000

Status Constructed Controlled Approved FOR REPORT BKT JIS ERIS Project nr. Drawing nr. Rev.

Rev. Beskrivelse Dato Tegn. Kontr. Godkj. www.multiconsult.no 814879 001 00 ) Water content (%) 3 Undrained S Description and consistency limits shear strength (kPa) t (-) (g/cm

kt. + 62,2 Test 10 20 30 40 50 10 20 30 40 50 Organic content (%) (%) Porosity Depth (m) Depth Sample

PEAT H8/H7 644

Silty CLAY 69

0,8 24 QUICK CLAY 1,80 54 0,5 16

1,80 57 0,2 46 QUICK CLAY O 5 0,3 43

0,1 98 Sandy QUICK CLAY O 1,83 51 a few gravel particles 0,1 98

0,5 98 Silty, sandy, gravelly QUICK CLAY 2,15 32 10 0,4 105

0,3 63 Silty QUICK CLAY 1,82 53 a few particles of sand and gravel 0,2 49

15

20 0 Symbols: 15 5 Unconfined pressure test (line specifies strain (%) at failure) : 2,75 g/cm3 10 T = Triaxial test s Ground water level: 0,2 m = Density O = Bore book: DBB G = Grain size distribution test St = Sensitivity Laboratory book: Digital Bore hole: Soil Sampling 8

Date: Statskraft AS 2017-05-10 Statkraft Geotechnincal Investigation and Evaluation

Drawn by: Controlled by: Approved by: METS GEO JIS

Project no.: Drawing no.: Rev. No.: www.multiconsult.no 814879 10 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 20 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 21 00 3

0

5

E 10 ..c ...... 0... QJ D

15 Sten 300 200 100 5 20 30 -..c��E 10 Drill t me, sec m·n �ä F kN I I I l:LI OT 2 3 "-Penetration force 20 Flushing pressure, MPa

Cl ): -0 :j 1- Q. u Cl 0

....0 l­ o 0 > QJ L. m m

:;:: 0 N I l:J UJ I- l l:J ä: I a, r-­ co ;:! .,,,.C0 "'� �"' :1 .!!! Date drilled :14.03.2017 Posisjon: X 6566698.89 Y 573824.83 ::i5::,------�----- Oate �CL TOTAL SOUNDING 29.03.2017 E.,,______.,,,. Format /Sc ale � Statkraft AS 0 ;;; 1:200 2,,, Statkraft Geotechnical lnvestigations avd Evaluation ------� ---- - 1 Dis�i plin- -(on- st- r-ucte- d ��(on- t-rol-led __.....,A_pp r- ov-ed___ _ o JiS EriS i M u I tiC O n s u It Proje}n� DrawingBn�.T Rev. u� www.multiconsult.no 814 819 2 2 00 Dato TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Målestokk: Statkraft Geotechnical Investigations avd Evaluation 1:200 Fag Konstr./Tegnet Kontrollert Godkjent GEO BKT JiS EriS Oppdragsnr. Tegningsnr. Rev. www.multiconsult.no 814879 23 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 24 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 25 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 26 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 27 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 28 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 29 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 30 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 31 00 Date TOTAL SOUNDING 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 32 00 Date CPTU 29.03.2017 Statkraft AS Format/Scale Statkraft Geotechnical Investigations avd Evaluation 1:200 Disiplin Constructed Controlled Approved GEO BKT JiS EriS Project nr. Drawing nr. Rev. www.multiconsult.no 814879 33 00 Effective, average axial stress, sav' [kPa] 0 5 10 [%] a e 15 20 Axial strain, Axial 25 30 0 100 200 300 400 500 600 10 8 6 4 2 0 Deformation Deformation modulus, [MPa] M 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] 5 4 /year] 2 [m v 3 2 1 Cons.coefficientc , 0 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa]

Density r (g/cm3): 1,69 Water content w (%): 48,12 Effective overburden stress, svo' (kPa):

Statkraft AS Date: Statkraft Geotechnical Investigation and Evaluation 10.05.2017

Continuous consolidation test, CRS procedure. Plot A: sav' - ea, M og cv. Test date: Depth, z (m): Bore hole no.: MULTICONSULT AS Box 265 Skøyen 29.03.2017 4,70 8 N-0213 OSLO Test no.: Drawn by: Controlled by: Approved by: Tlf.: 21 58 50 00 1 SK SIOR JIS Project no.: Drawing no.: Procedure: Software revision: 814879 75.1 CRS 07.01.2014 Effective, average axial stress, sav' [kPa] 0 5 [%] 10 a e 15 20 Axial strain , Axial 25 30 0 100 200 300 400 500 600 0,20 0,15 0,10 0,05 Permeability,k [m/year] 0,00 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] 10 8 [%] s / b 6 4 2 0 Pore pressure ratio,u 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] Density r (g/cm3): 1,69

Water content w (%): 48,12 Effective overburden stress, svo' (kPa): Statkraft AS Date: Statkraft Geotechnical Investigation and Evaluation 10.05.2017

Continuous consolidation test, CRS procedure. Plot B: sav' - ea, k og ub/s. Test date: Depth, z (m): Bore hole no.: MULTICONSULT AS Box 265 Skøyen 29.03.2017 4,70 8 N-0213 OSLO Test no.: Drawn by: Controlled by: Approved by: Tlf.: 21 58 50 00 1 SK SIOR JIS Project no.: Drawing no.: Procedure: Software revision: 814879 75.2 CRS 07.01.2014 Effective, average axial stress, sav' [kPa] 0 5 [%] 10 a e 15 Axial strain, Axial 20 25 0 100 200 300 400 500 600 10 8 6 4 2 0 Deformation Deformation modulus, [MPa] M 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] 25 /year] 20 2 [m v 15 10 5 Cons.coefficient,c 0 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa]

Density r (g/cm3): 1,86 Water content w (%): 32,07 Effective overburden stress, svo' (kPa):

Statkraft AS Date: Statkraft Geotechnical Investigation and Evaluation 10.05.2017

Continuous consolidation test, CRS procedure. Plot A: sav' - ea, M og cv. Test date: Depth, z (m): Bore hole no.: MULTICONSULT AS Box 265 Skøyen 29.03.2017 6,70 8 N-0213 OSLO Test no.: Drawn by: Controlled by: Approved by: Tlf.: 21 58 50 00 1 SK SIOR JIS Project no.: Drawing no.: Procedure: Software revision: 814879 76.1 CRS 07.01.2014 Effective, average axial stress, sav' [kPa] 0 5 [%] a 10 e 15 Axial strain, Axial 20 25 0 100 200 300 400 500 600 0,20 0,16 0,12 0,08 0,04 Permeability, k [m/year]Permeability, 0,00 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] 10 8 [%] s / b 6 4 2 0 Pore pressure ratio,u 0 100 200 300 400 500 600

Effective, average axial stress, sav' [kPa] Density r (g/cm3): 1,86

Water content w (%): 32,07 Effective overburden stress, svo' (kPa): Statkraft AS Date: Statkraft Geotechnical Investigation and Evaluation 10.05.2017

Continuous consolidation test, CRS procedure. Plot B: sav' - ea, k og ub/s. Test date: Depth, z (m): Bore hole no.: MULTICONSULT AS Box 265 Skøyen 29.03.2017 6,70 8 N-0213 OSLO Test no.: Drawn by: Controlled by: Approved by: Tlf.: 21 58 50 00 1 SK SIOR JIS Project no.: Drawing no.: Procedure: Software revision: 814879 76.2 CRS 07.01.2014 Enclosure 1

Notes from the field engineer

Enclosure to RIG-RAP-001 Drilling notes Nr: Name: Statkraft Stokke Date: 814879 (Norway) 14.03.17

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 1 sounding 20.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-8,3 peat /Cl/Si 8,3-34,7 Cl/Si,Sa, some gravel 34,7-34,9 Moraine 34,9 stop bedrock

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 2 sounding 14.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,6 gras and peat,Sa 0,6-10,4 Cl/Si 10,4 stop bedrock

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 3 sounding 14.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-5,7 peat/ Gr 5,7-16,1 Cl/Si 16,1 stop bedrock

Stop: Water level

Note:

29.03.17 Page 1 av 6 nr: Name: Statkraft Date: 814879 Stokke (Norway) 14.03.17

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 4 sounding 14.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-2,5 Peat 2,5-11,7 Cl/Si 11,7-13,66 drilling in bedrock 13,66 stop

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 6 sounding 20.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,7 peat 0,7-4,5 Cl/Si 4,5-40,7 Cl/Si,Sa some Gr 40,7-41,7 drilling in bedrock 41,7 stop

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 7 sounding 15.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-27,0 Peat/ Cl/Si 27,0-28,0 moraine 28,0-30,0 drilling in bedrock 30,0 stop

Stop: Water level

Note:

29.03.17 Page 2 av 6 nr: Name: Statkraft Date: 814879 Stokke (Norway) 14.03.17

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 8 sounding 14.03.17 Glenn Sample: 20.03.17 Glenn Depth: Notes from field Engineer: SK 54mm 78mm Annen 0,0-25,6 peat/ Cl/Si SylNr/bag: Dybde: Beskrivelse: 25,6-29,6 moraine - 0,0-0,3 soil 29,6-31,5 drilling in bedrock bag 0,3-1,0 peat 31,5 stop - 1,0-1,4 pear bag 1,4-2,0 Cl/Si Stop: Water level 37 2,2-3,0 Cl/Sit Note: 003 4,2-5,0 Cl/Si A14 6,2-7,0 Cl/Si 614 9,2-10,0 Cl/Si,maybe some Gr NC 13,2-14,0 Cl/Si 15 No further penetration, hit a stone Note: ground water table :0,2 m

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 9 sounding 14.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,8 torv o/ myr 0,8-9,6 le/si 9,6-11,6 innboring fjell 11,6 stopp

Stop: Water level

Note:

29.03.17 Page 3 av 6 nr: Name: Statkraft Date: 814879 Stokke (Norway) 14.03.17

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 10 sounding 15.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,7 peat 0,7-15,2 Cl/Si 15,2-16,0 Moraine 16,0 stop bedrock

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 11 sounding 15.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,3 Peat 0,3-32,5 Cl/Si, some Gr 32,5 stop bedrock

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 12 sounding 14.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-1,6 peat 1,6-3,2 Cl/Si 3,2-3,6 Gr, St 3,6-6,6 Si, Sa 6,6-7,8 Gr, St 7,8 stop bedrock

Stop: Water level

Note:

29.03.17 Page 4 av 6 nr: Name: Statkraft Stokke Date: 814879 (Norway) 14.03.17

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 13 sounding 15.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,5 gras/peat 0,5-16,5 Cl/Si 16,5-25,6 moraine 25,6 stop bedrock

Stop: Water level

Note:

BPnr: Type: Total Date: Field Engineer: Date: Field Engineer 14 sounding 15.03.17 Glenn Sample: Depth: Notes from field Engineer: 0,0-0,8 Sa 0,8-6,1 Cl/Si 6,1-6,5 St 6,5-10,6 Cl/Si/Sa 10,6-12,6 drilling bedrock 12,6 stop

Stop: Water level

Note:

29.03.17 Page 5 av 6 Drilling notes nr: Name: Statkraft Date: 814879 Stokke (Norway) 28.03.17

BPnr: Type: CPTu Date: Field Engineer: Date: Field Engineer 8 28.03.17 Sample: Depth: Notes from field Engineer: 0-2.0 Pre drilling 2,0-24,2 peat, Ci Si Sand layer

Stop: Water level

Note: Gw appr. 0,6 m

28.03.17 Page 6 av 6 Enclosure 2

Explanation of geotechnical symbols and text

Enclosure to RIG-RAP-001 Geotechnical enclosures Field investigations

Soundings are carried out to obtain an indication of the Stop against Stop against relative stiffness of the penetrated . From that, the stone, block or assumed rock stratification and depth to the rock surface or firm firm layers layers may be estimated.

z ROTARY WEIGHT SOUNDING (NGF GUIDELINE 3) Predrilled Predrilled Performed with jointed I22 mm drillrods with a 200 mm twisted point. The drillrods are rotated manually or by a Medium resistance drilling machine into the soil with maximum 1 kN (100 kg) vertical load on the rods. If the rod assembly is not sinking for Very small resistance this weight, the rods are rotated manually or by machine Hammered operation. The number of half-turns pr 0.2 m sink is recorded. Very large resistance The drilling resistance is presented in a diagram with vertical Terminated without Number of half-turns depth-scale and a cross-line for every 100 half-turns. Hatching represents sink without rotation, with the vertical reaching firm layers or pr. m sink load during sink added to the left. A cross indicates that the the rock surface drillrods are hammered into the ground.

Medium T RAM OR HAMMER SOUNDING (NS-EN ISO 22476-2) resistance The drilling is carried out with jointed I32 mm drillrods and a tip with standardized geometry. The drillrods are struck with Small resistance an energy of 0.38 kNm. The number of blows pr 0.2 m sink is recorded. Large resistance The drilling resistance is recorded as Qo pr m sink, where Qo = deadweight * falling height/sink pr blow (kNm/m)

CONE PENETRATION TEST (CPTU) (NGF GUIDELINE 5) V A cylindrical, instrumented probe with a conical tip is pushed into the ground at a constant penetration rate of 20 mm/sec. During penetration, the forces against the tip and the friction sleeve are recorded, so that the cone resistance qc and the sleeve friction fs can be deduced (CPT). In addition, the penetration pore pressure u is measured just behind the conical tip (CPTU). The recordings are taken continuously every 0.02 m, and the method hence gives very detailed information of the ground conditions. The results can also be used to determine soil stratification, soil type and mechanical properties of the soils (shear strength, deformation- and consolidation parameters).

ROTARY PRESSURE SOUNDING (NGF GUIDELINE 7) The test is carried out with smooth, jointed I36 mm drillrods with a standardized tip equipped with a welded hard alloy edge. The drillrods are pushed into the ground with a constant penetration rate of 3 m/min and a constant rotation rate of 25 rpm. The thrust FDT (kN) is recorded automatically under these conditions, and may be used to evaluate the ground conditions. The method is particularly suited for indication of quick clay. On the other hand it is not verifying the depth to the rock surface.

ROCK CONTROL DRILLING I Stone Rock control drilling is carried out with jointed 45 mm drillrods and a hard alloy drillbit with a return valve. A heavy percussion hammer and water flushing at high pressures is used during drilling. Drilling through layers with different properties, for example gravel and clay, can be interpreted, Drillsink in rock (cm/min) also penetration of blocks and large stones. For verification of the rock surface, an intrusion of 3 m is required, including recording of the sink during drilling.

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TOTAL SOUNDING (NGF GUIDELINE 9) This method combines rotary pressure sounding and rock control drilling. I45 mm jointed rods and a I57 mm drillbit with impregnated hard metal or diamond fragments are used. During drilling in soft layers, the rotary pressure mode is used, with drillrods given constant penetration and rotation rates. When a dense layer is encountered, the rotation rate is increased. If this is not sufficient to advance the drillrods, water or air flushing and strokes on the drillstring are used. The thrust F (kN) is recorded continuously and is shown to Drilltime, s/m Thrust F (kN) DT DT the right on the diagram, whereas flushing pressure, number of strokes and drilling time is shown to the left. Flushing pressure, MPa MACHINE - OPERATED AUGER DRILLING This method is carried out with hollow drillrods, with a metal spiralled plate welded to the drillrod. If a drillrig is used, it may be drilled in the interval of 5-20 m depth, depending on the Sample marking soil, the density and the location of the groundwater table. With this method, disturbed bag samples may be taken by collecting the materials gathered between the spirals.

SOIL SAMPLING (NGF GUIDELINE 11) Carried out to obtain samples for determination of the mechanical properties of the soils in the laboratory. Usually, piston sampling is used to retrieve 60-100 cm long sample cylinders. The cylinder can be made of PVC, steel or similar, Sample marking and both equipment with or without an inner liner may be used. At the sampling depth, the sample cylinder is pushed down into the soil, whereas the inner rod with the piston is fixated. By this procedure, a soil sample is sheared and later lifted up to the surface. The sample cylinder is then sealed and transported to the laboratory. The diameter of the sample may vary between I54 mm (most common) and I95 mm. It is also possible to use other samplers, such as hammer samplers or block samplers. The sample quality is classified in Quality classes 1-3, where 1 is the best. Piston sampling usually provides samples in Quality classes 1-2 for clays.

VANE TESTING (NGF GUIDELINE 4) cuv, cuvr (kPa) « A vane with dimensions b x h = 55x110 mm or 65x130 mm is pushed into the ground to the required test level. A gradually increasing torque is applied to the vane until it reaches failure. Undisturbed The corresponding torque is recorded. The procedure is carried out for both undisturbed and remoulded conditions, where the latter torque value is recorded after 25 repeated rotations of the vane assembly. The undrained shear strengths Remoulded cuv and cur are calculated from the torque at first failure and after remoulding, respectively. From this, the sensitivity St = cuv/cur can be determined. The interpreted values must usually be empirically corrected for the effective overburden stress at the test level, and for the plasticity of the soil.

PORE PRESSURE MEASUREMENTS (NGF GUIDELINE 6) The measurements are carried out utilizing a standpipe with a filter tip, or by a hydraulic (open)/electric . The J z filter or the piezometer tip, extended with open piezometer w tubes, is pushed into the ground to the required depth. A stabile pore pressure is recorded from the elevated height of the water in the tube, or by readings from an electric pressure transducer in the tip. Choice of equipment is made based on u (kPa) the ground conditions and the purpose of the tests. The ground water table is observed or measured in the hole.

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MINERAL SOILS (NS-EN ISO 14688-1 & 2) The soil is classified and identified after sample extrusion. Mineral soils are usually classified according to their grain size distribution. Identification and grain size for the various fractions are: Fraction Clay Sand Gravel Stone Block Grain size (mm) < 0,002 0,002-0,063 0,063-2 2-63 63-630 > 630 A soil may contain one or more of the fractions above. The soil is identified in accordance with the curve, with the principal fraction having the dominating influence on the soil properties. This is identified by a noun, with secondary contributing fractions as adjectives (for example silty sand). The clay content has the largest influence on the identification of the soil. Moraine is a less sorted glacial deposit that can contain all fractions from clay to block. The major fraction is given first in the description according to specific identification rules, for example gravelly moraine.

ORGANIC SOILS (NS-EN ISO 14688-1 & 2) Organic soils are classified according to their origin and degree of transition of the soils. The most important types are: Identification Description Peat Marsh plants, more or less transformed. x Fibrous peat Fibrous with easily reckognizable plant structure. Shows some strength. x Pseudo-fibrous peat, medium peat Reckognizable plant structure, no strength in the plant debris. x Amorphous peat, black peat No visible plan structure, spongy consistency. Gyttja and dy Transformed structure of organic material, may contain mineral constituents. Humus Plant debris, biological organisms together with non-organic content. Mold and topsoil Strongly transformed organic materials with loose structure, usually comprises the top soil layer.

SHEAR STRENGTH

The shear strength is expressed by the shear strength parameters of the soil a, c, I (tanI) ( based) or cu (cuA, cuD, cuP) (total stress based). Effectiv stress based: Shear strength parameters a, c, I (tanI) (kPa, kPa, o, (-)) The effective stress based parameters a (attraction), tanI (friction) and alternatively c = atanI () are determined by triaxial loading tests on undisturbed (clay) or re-constituted specimens (sand). The shear strength depends on the effective normal stress (total stress – pore pressure) on the critical plane. The test results are presented as stress paths, showing development of stresses and corresponding strains in the sample towards failure. From this and other information, the characteristical values for the shear strength parameters for the actual problem are determined. For short-term effective stress analyses, the pore pressure parameters A, B and D may also be determined from the test results.

Total stress based: Undrained shear strength, cu (kPa) The undrained shear strength is determined as the maximum shear stress the soil can be exposed to before failing. This shear strength represents a situation with rapid stress changes, without drainage of pore water or dissipation of pore pressures. In the laboratory, the undrained shear strength is determined by unconfined compression tests () (NS8016), falling cone tests (cuk, cukr) (NS8015), undrained triaxial tests (cuA, cuP) and direct shear tests (cuD). The undrained shear strength can also be determined in the field by for example by cone penetration tests with pore pressure measurement (CPTU) (cucptu) or field vane tests (cuv, cur). Failure line

Stress path Design line

E

Can also be plotted with V3’ on the horizontal axis.

SENSITIVITY St (-)

The sensitivity St = cu/cr expresses the ratio between the undisturbed and remoulded undrained shear strengths. This property can be determined from a falling cone test in the laboratory (NS 8015) or by a field vane test in the field. Quick clay has for example very low remoulded shear strength cr (sr < 0,5 kPa), and hence normally exhibits very high values of the sensitivity.

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WATER CONTENT (w %) (NS 8013) The water content expresses mass of water in % of mass of dry matter in the sample and is determined by drying of a soil sample at 110oC for 24 hours.

ATTERBERG CONSISTENCY LIMITS – LIQUID LIMIT (wl %) AND PLASTICITY LIMIT (wp %) (NS 8002 & 8003) The consistency limits (Atterberg’s limits) for a soil express the range of water contents where the material is plastic and possible to form. The liquid limit expresses the water content where the material goes from a plastic to a liquid condition. The plasticity limit expresses the water content where the material no longer can be fomed, but is cracking up during mechanical treatment. The plasticity Ip = wl – wp (%) expresses the plastic range in water content for the soil, and is used to classify the plasticity properties. If the natural water content is higher than the liquid limit, the material liquifies when remoulded (common for quick clays).

DENSITIES (NS 8011 & 8012) Density (U g/cm3) Mass of specimen pr. volume unit. Determined for the whole cylinder and a small sample 3 Grain density (Us, g/cm ) Mass of solid matter pr. volume unit solid material 3 Dry density (Ud, g/cm ) Mass of dry matter pr. volume unit UNIT WEIGHTS 3 2 Unit weight of soil (J kN/m ) Weight of specimen pr. volume unit (J = Ug = Js(1+w/100)(1-n/100), where g = 10 m/s ) 3 Unit weight of solids (Js, kN/m ) Weight of solid matter pr. volume unit (Js = Usg) 3 Dry unit weight of soil (Jd, kN/m ) Weight of dry material pr. volume unit (Jd = UDg = Js(1-n/100)) AND POROSITY (NS 8014) Void ratio e (-) Volume of pores divided by volume of solid particles (e = n/(100-n)) where n is porosity (%) Porosity n (%) Volume of pores in % of total volume of the sample

GRAIN SIZE DISTRIBUTION ANALYSES (NS 8005) A grain size distribution is carried out by wet or dry sieveing of the fractions with diameter d > 0,063 mm. For fractions of particles with smaller diameter, the grain size distribution is determined by a suspension analyse and use of a . In the suspension analysis, the material is suspended in water and the density of the suspension is measured by the hydrometer at certain time intervals. The grain size distribution can then be determined from Stokes law on sedimentation of spherically shaped particles in water. It will often be necessary to combine ordinary sieving with a suspension analysis.

DEFORMATION AND CONSOLIDATION PROPERTIES (NS 8017 & 8018) The deformation- and consolidation properties of a soil are used for calculation of settlements and are determined by a loading tests in an oedometer. The soil sample is buil into a rigid ring that prevents lateral deformation, and is loaded vertically with an incrementally or continously increasing load. Corresponding values of load and deformation (strain H) are recorded, and the deformation modulus (stiffness) of the soil can be deduced by M = 'V’/'H The modulus is presented as a function of the vertical stress V’. The deformation modulus exhibits a systematic behaviour for various soils and stress conditions, and the behaviour can appropriately be described by modulus functions in three models:

Model Modulus expression Soil – stress range

Constant modulus M = mocVa OC clay, V’ < Vc’ (Vc’ = preconsolidation stress) Linearly uincreasing modulus M = m(V’( ± Vr)) Clay, fine silt, V’ > Vc’ Parabolically increasing modulus M = m√(V’Va) Sand, coarse silt, V’ > Vc’

PERMEABILITY (k cm/sec or m/year) The permeability is defined as the amount of water q which under given conditions will flow through a soil volume pr. unit of time. In general, the permeability is determined from the following relationship: q = kiA, where A is the gross area of the cross-section normal to the direction of the water flow and i = hydraulic gradient in the direction of flow (= difference in potential pr. unit length). The permeability can be determined by controlled flow tests in the laboratory using constant or falling potential, or by pumping or flow test in the field.

COMPACTION PROPERTIES By compaction of a soil, a denser and more compact layering of the mineral grains is obtained. The compaction properties of a soil are determined on samples with varying water content that are compacted with a certain compaction energy (usually Standard or Modified Proctor). The results are presented in a diagram showing the dry density Ur as a function of the build-in water content wi. The maximum dry density obtained in the test

(Udmax) is used in specifications of compaction works. The corresponding water content is denoted the optimum water content (wopt).

FROST SUSCEPTIBILITY The frost susceptibility of a soil is determined from the grain size distribution curve or by measuring the capillary rise of the material. The frost susceptibility is classified in the groups T1 (No susceptibility), T2 (Low susceptibility), T3 (Medium susceptibility) og T4 (High susceptibility).

HUMUS CONTENT The humus content is determined by colorimetry and use of NaOH for chemical reaction with the organic contents. The method gives the content of humified organic content in a relative scale. Other methods, such as glowing of a soil sample in an oven and wet-oxidation by hydrogeneperoxide, may also be used.

Version: 05.01.2012 www.multiconsult.no Page 2 of 2 Enclosure 3

Calculations of parameters, bearing capacity and settlement of foundation

Enclosure to RIG-RAP-001 2 Undrained shear strength, cuA (kN/m ) 0 50 100

0 8

8 5

30

10 30 Depth, z (m) 15 20

25 100 cuA, Nkt=f (Bq) cuA, NDu=f(Bq) cuA, Nke=f(Bq)

cu, NC, a(po'+a) Series5 Series6

cutc, treaks cuA, designlinje

Nkt = (18,7-12,5·Bq) c choosen: 0,2 NDu = (1,8+7,25·Bq) Nke = (13,8-12,5·Bq) Reference: Karlsrud et al (1996)

Statkraft AS Stokke (Norway) CPTu 8 cuA, korrelert mot Bq. CPTU id.: 8 Sond 4842

15.04.2017 JiS DL JiS

814879 49 28.08.2015 0 Friktion angle,  (o) 20 25 30 35 40

0 20

20 31 5

31 37

10 31 37

31 34 Depth, z (m) 15 20

34 25

fi, CPTU fi, designlinje

Reference: NTNU Senneset, Sandven & Janbu (1989), Sandven (1990)

Statkraft AS Stokke (Norway) CPTu 8 φ.

CPTU id.: 8 Sond: 4842

15.04.2017 JiS DL JiS

814879 56 28.08.2015 0 M

σc' (kPa) 0 250 500 750 1000 05 10 15 (m) 20 Depth , z 25 30 35 40 pc', CPTU, spissmotstand, NTNU-metode pc', CPTU, poretrykk, NTNU-metode pc', CPTU, poretrykk, Chen & Mayne po', eff. overlagringstrykk pc', ødometer, enkeltdata pc', designlinje

Referansemetoder 1 og 2: NTNU Senneset, Sandven & Janbu (1989) Referansemetode 3: Chen & Mayne (1996)

Statkraft AS Stokke (Norway) CPTu 8

σc'. CPTU id.: 8 Sonde: 4842

15.04.2017 JiS DL JiS

814879 54 28.08.2015 0 OCR = σc'/σvo' (-) 0 1 2 3 4 5 0 5 10 (m) Depth , z 15 20 25 OCR, CPTU, spissmotstand, NTNU-metode OCR, CPTU, poretrykk, NTNU-metode OCR, CPTU, poretrykk, Chen & Mayne OCR, ødometer, enkeltdata OCR, ødometer, funksjon OCR, designlinje

Referansemetoder 1 og 2: NTNU Senneset, Sandven & Janbu (1989) Referansemetode 3: Chen & Mayne (1996)

Statkraft AS Stokke (Norway) CPTu 8

OCR = σc'/σvo'.

CPTU id.: 8 4842

15.04.2017 JiS DL JiS M (MPa) 0 2 4 6 8 10 0 5 10 Depth , z (m) 15 20 25

Moc = miqn, mi = 5-15, CPTU Mnc = mnqn, mn = 4-8, CPTU

Moc, ødometer Mnc, ødometer

Moc, designlinje Mnc, designlinje

Referansemetode: NTNU Senneset, Sandven & Janbu (1989), Sandven (1990)

Statkraft AS Stokke (Norway) CPTu 8 Moc og Mnc.

8 Sonde: 4842

15.04.2017 JiS DL JiS 814879 57 28.08.2015 0 2 Gmax (MN/m ) 0 100 200 300 400 0 5 10 15 (m) 20 , z Depth , 25 30 35 40 Gmax, lavt estimat, Larsson & Mulabdic, CPTU Gmax, høyt estimat, Larsson & Mulabdic, CPTU Gmax, Mayne & Rix, CPTU Gmax, Long & Donahue, CPTU Gmax, laboratoriedata Gmax, designlinje

Referansemetode 1: Larsen & Mulabdic (1992) Referansemetode 2: Mayne & Rix (1993) Referansemetode 3: Long & Donahue (2010)

Statkraft AS Stokke (Norway) CPTu 8

Gmax. CPTU id.: 8 4842

15.04.2017 JiS DL JiS vsmax (m/sek) ) 0 100 200 300 400 500 0 5 10 15 20 Depth, z (m) 25 30 35 40 vsmax, lavt estimat, Larsson & Mulabdic, CPTU vsmax, høyt estimat, Larsson & Mulabdic, CPTU vsmax, Mayne & Rix, CPTU vsmax, Long & Donahue, CPTU vsmax, feltdata vsmax, designlinje

Referansemetode 1: Larsen & Mulabdic (1992) Referansemetode 2: Mayne & Rix (1993) Referansemetode 3: Long & Donahue (2010)

Statkraft AS Stokke (Norway) CPTu 8 vsmax. CPTU id.: 8 Sond: 4842

15.04.2017 JiS DL JiS Loads on construction 814879 Stokke Datasenter, Statkraft

Marks: Rough estimations of bearing capacity Bearing capacity, drained and undrained behaviour

kPa m Load

Type B L Fvd Fhd Md B0 qd qd'v S = Stripe [m] [m] [kN ‐ kN/m] [kN ‐ kN/m] [‐] [m] [kPa] E = One E 10,0 10 10000 1000 0 10,00 100 E 10,0 10 13800 1380 0 10,00 138 E 10,0 10 13900 1390 0 10,00 139 S 1,0 10 100 10 1 0,98 102 S 1,0 10 150 15 2 0,97 154 Bearing capacity

Input bearing cap. DRAINED: tan(phi) = 0,6 ‐

M = 1,30 ‐ tan(rho) = 0,462 ‐ a = 5 kPa Depth of foundation: 0,5 m Unit weight over foundation: 18 kN/m3 Unit weight under foundation: 8 kN/m3

DRAINED Roughness

F H min.: 419 (Fv+a*B0)*tan(rho) procent Bearing cap.

= rb hor. Load tan()  (rad) c tan(c) f tan()  N+ Nq d0 Ngamma 'v [‐] [%] [‐] [rad] [rad] [‐][‐][‐] [rad] [‐][‐][‐][‐] [kPa]

0,022 1,0 0,462 0,432 1,001 1,562 0,011 0,017 0,017 2,438 10,233 0,530 9,796 530 0,022 1,0 0,462 0,432 1,001 1,562 0,011 0,017 0,017 2,438 10,233 0,530 9,796 530 0,216 10,3 0,462 0,432 1,001 1,562 0,109 0,171 0,169 2,438 8,746 0,487 7,542 419 0,207 10,0 0,462 0,432 1,001 1,562 0,104 0,163 0,162 2,438 8,818 0,489 7,649 148 0,210 10,0 0,462 0,432 1,001 1,562 0,106 0,166 0,164 2,438 8,792 0,488 7,611 148 Input bearing cap. UNDRAINED:

M = 1,40 ‐ suD = 30 kPa

Depth of foundation: 0,5 m Unit weight over foundation: 18 kN/m3

UNDRAINED Roughness QH min.: 136 B*L*su/gm procent Bearing cap.

= rb hor. last Nc (B0/L=0) B0/L Nc v [‐] [%] [‐][‐][‐] [kPa]

0,135 2,9 5,00 1,00 5,94 136 0,135 2,1 5,00 1,00 6,03 138 0,135 2,1 5,00 1,00 5,94 136 0,135 28,9 5,00 0,00 5,00 116 0,135 19,3 5,00 0,00 5,00 116 Settlement of a foundation Name: 814879 Stokke Datasenter Statkraft Engineer: jis Review: dl alculation: Setninger fundament 10x10 Date:10.03.2017 Date: 10.03.2017 Fundamentgeometri Representative soil profile Width, B = 10,0 m Layers, nlag= 5 ≤ 5 Length, L = 10,0 m Area, A = 100,0 m2 thicknes Depth under 3 Modulus number m [‐] Layer Soil type Unit weigth, γ [kN/m ] s, t [m] u.k. found., z Chosen value Chosen value Plan (x; y) [m] Silty clay 1 0,0 – 1,0 Overkonsolidert/fast leire 19 18,5 20 – 50 50 (0; … (10; 10) quick clay 5 1,0 – 6,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 10 sandy quick clay 3 6,0 – 9,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 5 silty quick clay 2 9,0 – 11,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 15 silty quick clay 13 11,0 – 24,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 10

Depth from terrain to u.k. foundation, d = 1,0 m Depth from uk foundation to ground water level zGV = 0,0 m ≥ 0 Depth from uk foundation to solid rock or morain, zberg = 24 (0; 0) (10; 0) 3 Unit weigth of water, γw = 10 kN/m Loads:

Jevnt fordelt last Δz = zberg/200 = 0,12 m Calculated settlement, s = 954,6 mm = 95,5 cm Brutto trykk i u.k. fund., q = 130 kPa Brutto trykk i u.k. fund., q = 130,0 kPa Berg el. fast lag Grunnvannstand In situ, p₀' Tillegg, Δp' Ny, p' 0 , qn = 111,5 kPa Maks. dybde fra u.k. fund. m/ influens fra qn, H = 23,7 m qu 5,0 kPa 5 Snitt av utgravning (ikke i skala) [m]

120 2,5 z

100 2 10 80 1,5 fundament [kPa] 60 15 d 1 [m] u.k.

qn fundament, u.k.

40trykk qᵤ 0,5 fra 20 20 under Setningsbestemmende

0 0 Høyde

Dybde 25

30 0 0,05 0,1 0,15 0,2 0,0 50,0 100,0 150,0 200,0 250,0 300,0 Vertikal tøyning, δ [%] Effektiv vertikal spenning [kPa]

814879 - Setningsberegning av fundamentplate