geotechnical investigation, stokke (norway)
TRANSCRIPT
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
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 2 of 9
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.
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
PROJECT Geotechnical Investigation, Stokke DOCUMENT CODE 814879-RIG-RAP-001
SUBJECT Geotechnical Investigation and Geotechnical prerequisites for design
ACCESSIBILITY Open
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 borehole nr. 8.
At depths of 7.8 m to 32.6 m is bedrock encountered in the boreholes. Local variations could occur.
The soil consist of a top layer of peat over sensitive clay (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 foundation for the datacenter and other
constructions, see chapter 5 and 6.
Report multiconsult.no
Geotechnical Investigation TABLE OF CONTENTS
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 4 of 9
TABLE OF CONTENTS
1 Introduction.......................................................................................................................................................................... 5
2 Field investigations ............................................................................................................................................................... 5
3 Laboratory investigations ..................................................................................................................................................... 5
4 Terrain 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, bearing capacity and settlement of foundation
Report multiconsult.no
Geotechnical Investigation 1 Introduction
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 5 of 9
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 friction sleeve were measured to calculate friction angle, shear strength,
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.
Report multiconsult.no
Geotechnical Investigation 4 Terrain and soil conditions
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 6 of 9
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 water content 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 sand 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.
Report multiconsult.no
Geotechnical Investigation 5 Geotechnical prerequisites for design
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 7 of 9
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 landslides 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).
Report multiconsult.no
Geotechnical Investigation 6 Assessment
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 8 of 9
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 gravel 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.
Report multiconsult.no
Geotechnical Investigation 7 References
814879-RIG-RAP-001 April 26th, 2017, rev 02 Page 9 of 9
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
Enclosure to RIG-RAP-001
Drawings
Date
03.04.2011
Format/ scale STATKRAFT AS
St atkr af t Geotechnical lnves tigations and E v aluation
Multiconsult www .mul ticonsul t .no
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GEOTEKNIKK
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Ø=573500
Ø=573600
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Ø=574000
Ø=574100
Ø=574200
Ø=574400
N=6566100
N=6566200
N=6566300
N=6566400
N=6566500
N=6566600
N=6566700
CPT
Slope samples
Assumed bedrock elevationTerrain elevationTotal sounding Drilled depth + drilled in rocksounding nr Base for level measurement: Measured by Ingeniørservice
Drillbook.:Digital drillbook
Lab.booknr.: Digital lab.book
Godkj.Tegn. Kontr.DatoRev. Beskrivelse 814879FOR REPORT
Controlled
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Drawing nr.Project nr.
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www.multiconsult.no
RIGSTATKRAFT ASStatskraft Geotechnical Investigations and EvaluationINVESTIGATION PLAN
A3
29.03.2017
1:3000
BKT JIS ERIS
001 00
Map basis: Sosi-format from Nordeca AS .UTM32 Euref89
TOTAL SOUNDINGNN2000
Unconfined pressure test (line specifies strain (%) at failure)5
10
15
0
10 20 30 40 50
0,8
0,5
0,2
0,3
0,1
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69
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PEAT H8/H7
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QUICK CLAY
QUICK CLAY
Sandy QUICK CLAY
Silty, sandy, gravelly QUICK CLAY
Silty QUICK CLAY
20
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5
Dep
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m)
Symbols:
Soil Sampling
www.multiconsult.no
2017-05-10Date:
T = Triaxial testO = Oedometer testG = Grain size distribution test
= DensitySt = Sensitivity
Description
Rev. No.:
Approved by:Controlled by:Drawn by:
s:Ground water level:Bore book:Laboratory book:
Drawing no.:
Bore hole:
Project no.:
00
JISGEOMETS
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10
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CPTU 29.03.2017
1:200Statkraft Geotechnical Investigations avd Evaluation
Density r (g/cm3): 1,69
Water content w (%): 48,12
Test date: Depth, z (m): Bore hole no.:
29.03.2017 4,70 8
Test no.: Drawn by: Controlled by:
1 SK SIOR
Project no.: Drawing no.: Procedure:
814879 75.1 CRS
Continuous consolidation test, CRS procedure. Plot A: sav' - ea, M og cv.
Approved by:
JISSoftware revision:
07.01.2014
Effective overburden stress, svo' (kPa):
Statkraft AS Date:
Statkraft Geotechnical Investigation and Evaluation 10.05.2017
05
10
15
20
25
30
0
100
200
300
400
500
600
Axia
l str
ain
, e a
[%]
Effective, average axial stress, sav' [kPa]
02
46
810
0
100
200
300
400
500
600
De
form
atio
n m
od
ulu
s,
M [
MP
a]
Effective, average axial stress, sav' [kPa]
01
23
45
0
10
0
20
0
30
0
40
0
50
0
60
0
Co
ns.c
oe
ffic
ien
t , c
v[m
2/y
ea
r]
Effective, average axial stress, sav' [kPa]
MULTICONSULT ASBox 265 Skøyen N-0213 OSLO
Tlf.: 21 58 50 00
Density r (g/cm3): 1,69
Water content w (%): 48,12
Test date: Depth, z (m): Bore hole no.:
29.03.2017 4,70 8
Test no.: Drawn by: Controlled by:
1 SK SIOR
Project no.: Drawing no.: Procedure:
814879 75.2 CRS
Continuous consolidation test, CRS procedure. Plot B: sav' - ea, k og ub/s.
Approved by:
JISSoftware revision:
07.01.2014
Effective overburden stress, svo' (kPa):
Statkraft AS Date:
Statkraft Geotechnical Investigation and Evaluation 10.05.2017
05
10
15
20
25
30
0
100
200
300
400
500
600
Axia
l str
ain
, e
a[%
]
Effective, average axial stress, sav' [kPa]
0,0
00,0
50
,10
0,1
50
,20
0
100
200
300
400
500
600
Pe
rme
ab
ility
, k [
m/y
ea
r]
Effective, average axial stress, sav' [kPa]
02
46
810
0
10
0
20
0
30
0
40
0
50
0
60
0Po
re p
ressu
re r
atio
, u
b/s
[%]
Effective, average axial stress, sav' [kPa]
MULTICONSULT ASBox 265 Skøyen N-0213 OSLO
Tlf.: 21 58 50 00
Density r (g/cm3): 1,86
Water content w (%): 32,07
Test date: Depth, z (m): Bore hole no.:
29.03.2017 6,70 8
Test no.: Drawn by: Controlled by:
1 SK SIOR
Project no.: Drawing no.: Procedure:
814879 76.1 CRS
Continuous consolidation test, CRS procedure. Plot A: sav' - ea, M og cv.
Approved by:
JISSoftware revision:
07.01.2014
Effective overburden stress, svo' (kPa):
Statkraft AS Date:
Statkraft Geotechnical Investigation and Evaluation 10.05.2017
05
10
15
20
25
0
100
200
300
400
500
600
Axia
l str
ain
, e a
[%]
Effective, average axial stress, sav' [kPa]
02
46
810
0
100
200
300
400
500
600
De
form
atio
n m
od
ulu
s,
M [
MP
a]
Effective, average axial stress, sav' [kPa]
05
10
15
20
25
0
10
0
20
0
30
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40
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0
Co
ns.c
oe
ffic
ien
t, c
v[m
2/y
ea
r]
Effective, average axial stress, sav' [kPa]
MULTICONSULT ASBox 265 Skøyen N-0213 OSLO
Tlf.: 21 58 50 00
Density r (g/cm3): 1,86
Water content w (%): 32,07
Test date: Depth, z (m): Bore hole no.:
29.03.2017 6,70 8
Test no.: Drawn by: Controlled by:
1 SK SIOR
Project no.: Drawing no.: Procedure:
814879 76.2 CRS
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.
Approved by:
JISSoftware revision:
07.01.2014
05
10
15
20
25
0
100
200
300
400
500
600
Axia
l str
ain
, e a
[%]
Effective, average axial stress, sav' [kPa]
0,0
00,0
40,0
80,1
20,1
60,2
0
0
100
200
300
400
500
600
Pe
rme
ab
ility
, k [
m/y
ea
r]
Effective, average axial stress, sav' [kPa]
02
46
810
0
10
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20
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30
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40
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50
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60
0Po
re p
ressu
re r
atio
, u
b/s
[%]
Effective, average axial stress, sav' [kPa]
MULTICONSULT ASBox 265 Skøyen N-0213 OSLO
Tlf.: 21 58 50 00
Enclosure to RIG-RAP-001
Enclosure 1
Notes from the field engineer
Drilling notesName: Statkraft Stokke (Norway)
Nr:814879
Date:14.03.17
BPnr:
1
Type: Total sounding
Field Engineer:
Glenn
Date:
20.03.17
Date: Field EngineerSample:
Depth: Notes from field Engineer:
0,0-8,3 peat /Cl/Si
8,3-34,7 Cl/Si,Sa, some gravel34,7-34,9 Moraine34,9 stop bedrock
Water level
Note:
Stop:
BPnr:
2 Glenn14.03.17
0,0-0,6 gras and peat,Sa0,6-10,4 Cl/Si
10,4 stop bedrock
BPnr:
3 Glenn14.03.17
0,0-5,7 peat/ Gr5,7-16,1 Cl/Si16,1 stop bedrock
29.03.17 Page 1 av 6
Water level
Note:
Stop:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Depth: Notes from field Engineer:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Depth: Notes from field Engineer:
Water level
Note:
Stop:
Name: StatkraftStokke (Norway)
nr:814879
Date:14.03.17
BPnr:
4 Glenn14.03.17
0,0-2,5 Peat2,5-11,7 Cl/Si
11,7-13,66 drilling in bedrock13,66 stop
BPnr:
6 Glenn20.03.17
0,0-0,7 peat0,7-4,5 Cl/Si4,5-40,7 Cl/Si,Sa some Gr40,7-41,7 drilling in bedrock41,7 stop
BPnr:
7 Glenn15.03.17
0,0-27,0 Peat/ Cl/Si27,0-28,0 moraine28,0-30,0 drilling in bedrock30,0 stop
29.03.17 Page 2 av 6
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Depth: Notes from field Engineer:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Depth: Notes from field Engineer:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Depth: Notes from field Engineer:
Water level
Note:
Stop:
Water level
Note:
Stop:
Water level
Note:
Stop:
Name: StatkraftStokke (Norway)
nr:814879
Date:14.03.17
BPnr:
8 Glenn14.03.17 20.03.17 Glenn
Depth:
0,0-25,6 peat/ Cl/Si25,6-29,6 moraine29,6-31,5 drilling in bedrock31,5 stop
Beskrivelse:
SK 54mm
SylNr/bag: Dybde:
78mm Annen
- 0,0-0,3 soilbag 0,3-1,0 peat- 1,0-1,4 pearbag 1,4-2,0 Cl/Si37 2,2-3,0 Cl/Sit003 4,2-5,0 Cl/SiA14 6,2-7,0 Cl/Si614 9,2-10,0 Cl/Si,maybe
some GrNC 13,2-14,0 Cl/Si
15 No further penetration, hit a stone
Note:
ground water table :0,2 m
BPnr:
9 Glenn14.03.17
0,0-0,8 torv o/ myr
0,8-9,6 le/si
9,6-11,6 innboring fjell
11,6 stopp
29.03.17 Page 3 av 6
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Name: StatkraftStokke (Norway)
nr:814879
Date:
14.03.17
BPnr:
10 Glenn15.03.17
0,0-0,7 peat0,7-15,2 Cl/Si15,2-16,0 Moraine16,0 stop bedrock
BPnr:
11 Glenn15.03.17
0,0-0,3 Peat0,3-32,5 Cl/Si, some Gr32,5 stop bedrock
BPnr:
12 Glenn14.03.17
0,0-1,6 peat1,6-3,2 Cl/Si3,2-3,6 Gr, St3,6-6,6 Si, Sa6,6-7,8 Gr, St7,8 stop bedrock
29.03.17 Page 4 av 6
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Name: Statkraft Stokke (Norway)
nr:814879
Date:14.03.17
BPnr:
13 Glenn15.03.17
0,0-0,5 gras/peat0,5-16,5 Cl/Si16,5-25,6 moraine25,6 stop bedrock
BPnr:
14 Glenn15.03.17
0,0-0,8 Sa0,8-6,1 Cl/Si6,1-6,5 St6,5-10,6 Cl/Si/Sa10,6-12,6 drilling bedrock12,6 stop
29.03.17 Page 5 av 6
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Depth:
Type: Total sounding
Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Drilling notesName: Statkraft Stokke (Norway)
nr:814879
Date:28.03.17
BPnr:
8 28.03.17
0-2.0 Pre drilling2,0-24,2 peat, Ci Si Sand layer
Gw appr. 0,6 m
28.03.17 Page 6 av 6
Depth:
Type: CPTu Field Engineer:Date: Date: Field EngineerSample:
Notes from field Engineer:
Water level
Note:
Stop:
Enclosure to RIG-RAP-001
Enclosure 2
Explanation of geotechnical symbols and text
Geotechnical enclosuresField investigations
Version: 05.01.2012 www.multiconsult.no Page 1 of 2
Soundings are carried out to obtain an indication of the relative stiffness of the penetrated soils. From that, the stratification and depth to the rock surface or firm layers may be estimated.
ROTARY WEIGHT SOUNDING (NGF GUIDELINE 3)Performed with jointed 22 mm drillrods with a 200 mmtwisted point. The drillrods are rotated manually or by adrilling machine into the soil with maximum 1 kN (100 kg)vertical load on the rods. If the rod assembly is not sinking forthis weight, the rods are rotated manually or by machineoperation. The number of half-turns pr 0.2 m sink is recorded.
The drilling resistance is presented in a diagram with verticaldepth-scale and a cross-line for every 100 half-turns.Hatching represents sink without rotation, with the verticalload during sink added to the left. A cross indicates that thedrillrods are hammered into the ground.
RAM OR HAMMER SOUNDING (NS-EN ISO 22476-2) The drilling is carried out with jointed 32 mm drillrods and a tip with standardized geometry. The drillrods are struck with an energy of 0.38 kNm. The number of blows pr 0.2 m sink is recorded. 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)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 36 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 well suited for indication of quick clay. On the other hand it is not verifying the depth to the rock surface.
ROCK CONTROL DRILLING 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, 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.
Stop against stone, block or firm layers
Stop against assumed rock
Predrilled
Medium resistance
Very small resistance
Very large resistance
Terminated without reaching firm layers or the rock surface
Number of half-turns pr. m sink
Hammered
Predrilled
Stone
Drillsink in rock (cm/min)
Medium resistance
Small resistance
Large resistance
Geotechnical enclosuresField investigations
Version: 05.01.2012 www.multiconsult.no Page 2 of 2
TOTAL SOUNDING (NGF GUIDELINE 9) 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.
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 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, 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 54 mm (most common) and 95 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)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. 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 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 piezometer. The filter or the piezometer tip, extended with open piezometer 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 the ground conditions and the purpose of the tests.
The ground water table is observed or measured in the hole.
Thrust FDT (kN)
Sample marking
Sample marking
Undisturbed
Remoulded
cuv, cuvr (kPa)
wz
u (kPa)
Drilltime, s/m
Flushing pressure, MPa
Geotechnical enclosures Laboratory tests
Version: 05.01.2012 www.multiconsult.no Page 1 of 2
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 Silt Sand Gravel Stone Block Grain size (mm) < 0,002 0,002-0,063 0,063-2 2-63 63-630 > 630A soil may contain one or more of the fractions above. The soil is identified in accordance with the grading 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. Fibrous peat Fibrous with easily reckognizable plant structure. Shows some strength. Pseudo-fibrous peat, medium peat Reckognizable plant structure, no strength in the plant debris. 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, (tan ) (effective stress based) or cu (cuA, cuD, cuP) (total stress based).
Effectiv stress based: Shear strength parameters a, c, (tan ) (kPa, kPa, o, (-)) The effective stress based parameters a (attraction), tan (friction) and alternatively c = atan (cohesion) 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 (cut) (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).
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.
Can also be plotted with 3’ on the horizontal axis.
Stress path
Failure line
Design line
Geotechnical enclosures Laboratory tests
Version: 05.01.2012 www.multiconsult.no Page 2 of 2
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 ( g/cm3) Mass of specimen pr. volume unit. Determined for the whole cylinder and a small sample Grain density ( s, g/cm3) Mass of solid matter pr. volume unit solid material Dry density ( d, g/cm3) Mass of dry matter pr. volume unit
UNIT WEIGHTS Unit weight of soil ( kN/m3) Weight of specimen pr. volume unit ( = g = s(1+w/100)(1-n/100), where g = 10 m/s2) Unit weight of solids ( s, kN/m3) Weight of solid matter pr. volume unit ( s = sg) Dry unit weight of soil ( d, kN/m3) Weight of dry material pr. volume unit ( d = Dg = s(1-n/100))
VOID RATIO 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 hydrometer. 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 ) are recorded, and the deformation modulus (stiffness) of the soil can be deduced by M = ’/ The modulus is presented as a function of the vertical stress ’. 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 = moc a OC clay, ’ < c’ ( c’ = preconsolidation stress) Linearly uincreasing modulus M = m( ’( ± r)) Clay, fine silt, ’ > c’ Parabolically increasing modulus M = m√( ’ a) Sand, coarse silt, ’ > c’
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 r as a function of the build-in water content wi. The maximum dry density obtained in the test ( dmax) 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.
Enclosure to RIG-RAP-001
Enclosure 3
Calculations of parameters, bearing capacity and settlement of foundation
Nkt = (18,7-12,5·Bq) c choosen:NDu = (1,8+7,25·Bq)Nke = (13,8-12,5·Bq)
cuA, korrelert mot Bq.8 Sond 4842
15.04.2017 JiS DL
814879 49 28.08.2015
JiS
0
0,2
CPTU id.:
Statkraft AS Stokke (Norway) CPTu 8
Reference: Karlsrud et al (1996)
8
8
30
30
100
05
1015
2025
0 50 100
Dep
th, z
(m)
Undrained shear strength, cuA (kN/m2)
cuA, Nkt=f (Bq) cuA, NDu=f(Bq) cuA, Nke=f(Bq)
cu, NC, a(po'+a) Series5 Series6
cutc, treaks cuA, designlinje
8 Sond: 4842
15.04.2017 JiS DL
814879 56 28.08.2015
JiS
0
Reference: NTNU Senneset, Sandven & Janbu (1989), Sandven (1990)
CPTU id.:
Statkraft AS φ.
Stokke (Norway) CPTu 8
20
20 31
31 37
3731
31 34
34
05
1015
2025
20 25 30 35 40
Friktion angle, (o)
Dep
th, z
(m)
fi, CPTU fi, designlinje
Referansemetode 3: Chen & Mayne (1996)
8 Sonde: 4842
15.04.2017 JiS DL
814879 54 28.08.2015
JiS
0
Referansemetoder 1 og 2: NTNU Senneset, Sandven & Janbu (1989)
CPTU id.:
Statkraft ASσc'.
Stokke (Norway) CPTu 8
M
05
1015
2530
3540
0 250
500
750
1000
σc' (kPa)
Depth
, z (m
)
20
pc', CPTU, spissmotstand, NTNU-metodepc', CPTU, poretrykk, NTNU-metodepc', CPTU, poretrykk, Chen & Maynepo', eff. overlagringstrykkpc', ødometer, enkeltdatapc', designlinje
Referansemetode 3: Chen & Mayne (1996)
8 4842
15.04.2017 JiS DL JiS
Referansemetoder 1 og 2: NTNU Senneset, Sandven & Janbu (1989)
CPTU id.:
Statkraft ASOCR = σc'/σvo'.
Stokke (Norway) CPTu 8
05
1020
250 1 2 3 4 5
OCR = σc'/σvo' (-)
Dep
th, z
(m)
15
OCR, CPTU, spissmotstand, NTNU-metodeOCR, CPTU, poretrykk, NTNU-metodeOCR, CPTU, poretrykk, Chen & MayneOCR, ødometer, enkeltdataOCR, ødometer, funksjonOCR, designlinje
8 Sonde: 4842
15.04.2017 JiS DL
81487957 28.08.2015
JiS
0
Referansemetode: NTNU Senneset, Sandven & Janbu (1989), Sandven (1990)
Statkraft ASMoc og Mnc.
Stokke (Norway) CPTu 8
05
1015
2025
0 2 4 6 8 10
M (MPa)
Depth
, z (m
)
Moc = miqn, mi = 5-15, CPTU Mnc = mnqn, mn = 4-8, CPTU
Moc, ødometer Mnc, ødometer
Moc, designlinje Mnc, designlinje
Referansemetode 2: Mayne & Rix (1993)Referansemetode 3: Long & Donahue (2010)
8 4842
15.04.2017 JiS DL JiS
Statkraft ASGmax.
Stokke (Norway)
CPTU id.:
Referansemetode 1: Larsen & Mulabdic (1992)
CPTu 8
05
1015
2530
3540
0 100
200
300
400
Gmax (MN/m2)
Depth
, z (m
)
20
Gmax, lavt estimat, Larsson & Mulabdic, CPTUGmax, høyt estimat, Larsson & Mulabdic, CPTUGmax, Mayne & Rix, CPTUGmax, Long & Donahue, CPTUGmax, laboratoriedataGmax, designlinje
Referansemetode 2: Mayne & Rix (1993)Referansemetode 3: Long & Donahue (2010)
8 Sond: 4842
15.04.2017 JiS DL
Referansemetode 1: Larsen & Mulabdic (1992)
CPTU id.:
JiS
Stokke (Norway) CPTu 8Statkraft ASvsmax.
05
1015
2025
3035
400 10
0
200
300
400
500
vsmax (m/sek) )
Dep
th, z
(m)
vsmax, lavt estimat, Larsson & Mulabdic, CPTUvsmax, høyt estimat, Larsson & Mulabdic, CPTUvsmax, Mayne & Rix, CPTUvsmax, Long & Donahue, CPTUvsmax, feltdatavsmax, designlinje
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.: 136B*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
Name: 814879 Stokke Datasenter Statkraft Engineer: Review:alculation: Setninger fundament 10x10 Date: Date:Fundamentgeometri Representative soil profile
Width, B = 10,0 m Layers, nlag= 5 ≤ 5Length, L = 10,0 mArea, A = 100,0 m2
Chosen value Chosen valueSilty clay 1 0,0 – 1,0 Overkonsolidert/fast leire 19 18,5 20 – 50 50quick clay 5 1,0 – 6,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 10sandy quick clay 3 6,0 – 9,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 5silty quick clay 2 9,0 – 11,0 Kvikk/bløt normalkonsolidert leire 19 19 5 – 10 15silty 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 mDepth from uk foundation to ground water level zGV = 0,0 m ≥ 0
Depth from uk foundation to solid rock or morain, zberg = 24Unit weigth of water, γw = 10 kN/m3
Loads:
Jevnt fordelt last Δz = zberg/200 = 0,12 m Calculated settlement, s = 954,6 mm = 95,5 cmBrutto trykk i u.k. fund., q = 130 kPaBrutto trykk i u.k. fund., q = 130,0 kPa
, qn = 111,5 kPaMaks. dybde fra u.k. fund. m/ influens fra qn, H = 23,7 m
qu 5,0 kPa
Modulus number m [‐]
dl10.03.2017
Settlement of a foundationjis10.03.2017
Layerthickness, t [m]
Depth under u.k. found., z
Soil type Unit weigth, γ [kN/m3]
(0; …
(0; 0) (10; 0)
(10; 10)Plan (x; y) [m]
0 0,05 0,1 0,15 0,2
0
5
10
15
20
25
30
Vertikal tøyning, δ [%]
Dybd
e un
der u
.k. fun
damen
t, z [m]
Berg el. fast lag Grunnvannstand
0,0 50,0 100,0 150,0 200,0 250,0 300,0Effektiv vertikal spenning [kPa]
In situ, p₀' Tillegg, Δp' Ny, p'
qᵤ qn d
0
0,5
1
1,5
2
2,5
0
20
40
60
80
100
120
Høyde
fra u.k. fu
ndam
ent
[m]
Setningsbe
stem
men
de
trykk [kPa]
Snitt av utgravning (ikke i skala)
814879 - Setningsberegning av fundamentplate