NGI highlights

NGI annual OTC
reception
The best opportunity at OTC to meet
friends and colleagues from the
geosciences!
8. May 2013 at ZaZa

NGI organization
Managing Director
Lars Andresen
Ingrid Malnes
Kjell Karlsrud, Knut H. Andersen,
Farrokh Nadim
Finance and Accounting
Mimoun Bouhmidi
HR and Information
Inger Kristine Tovslid
Quality Assurance and HSE
Geraldine Sørum
IT Services
Stein Strandvik
Subsidiary
NGI Inc. (USA)
Audun Hauge
Technology innovation
James Michael Strout
Offshore Energy Environmental Engineering Natural Hazards Building, Construction and Transport.
Karl Henrik Mokkelbost Anne Kibsgaard Anders Solheim Ørjan Nerland
Offshore Geotechnics
Thomas Langford
Water and Resources
Arne Pettersen
Avalanches and Rock Slides
Ulrik Domaas
Onshore Foundations
Magnus Rømoen
Instrumentation and Monitoring
Dag Tollefsrud
Contaminants and Land Use
Paul Sverdrup Cappelen
Debris Slides and Georisk
Bjørn G. Kalsnes
Field Investigations
Kristoffer Kåsin
Petro.Geomech. and –physics (PGG)
KH Mokkelbost
Geomapping
Andreas Aspmo Pfaffhuber
NGI Trondheim
Randi Skirstad Grini
Computational Geomechanics
Karin Norèn-Cosgriff
Eng. Geology and Rock Mech.
Roger Olsson
Laboratory and Model Testing
Morten Andreas Sjursen

Some practical issues
• Safety
• Parking validation
• Email addresses & invitations + name tags
The Boss
Dewey, Cheetum and Howe
59 Estreet

Your hosts this afternoon
From NGI inc
Audun Hauge
Knut Schrøder
Francisco Hernandez-Martinez
Young Jae Choi
Amir Rahim
Victor Taboada
Gokhan Saygili
From NGI
Lars Andresen
Suzanne Lacasse
Maarten Vanneste
James (Jim) Strout
Øyvind Torgersrud
Dag Tollefsrud
Morten Saue
Thomas Langford
Karl Henrik Mokkelbost

Topics this afternoon
Time effects on piles – outcome from JIP
Schmertmann Research lab – operating
Earth Quake loads on pipelines
Offshore wind
Proposal for new JIP on piles
Final remark

From onland and offshore geotechnics
Time effects on pile capacity
A JIP project organized by NGI
Work by Dr Kjell Karslrud

Objective: Establish practical design
procedures that account for effects of time
on the axial bearing capacity of piles
Elements:
‣ Collect and sumarise available data on time effects axial bearing
capacity
‣ Perform new pile load tests in the field, with specific focus on time
effects:
• 6 test sites
• Pile tested: Open pipe piles, typically D=400 mm, L= 20 m
‣ Develop new design procedures
‣ Disseminate results to ensure that they get incorporated into
national and international design guidelines and codes

Selected test sites
1. Normally consolidated medium plastic clay – Onsøy ,Norway
2. Normally consolidated low plastic clay, Stjørdal, Norway
3. Stiff overconsolidated low plastic clay, Cowden UK
4. Highly plastic OC clay in the sea at Femern, German coast
5. Loose sand, Larvik, Norway
6. Medium dense sand, Ryggkollen near Drammen, Norway

Load testing program at each site
1(2)
3(4)
6(8)
12
24
Pile
No.
Months
Months
Months
Months
Months
1 x x x x x
2 x x x x
3 x x x
4 x x
5 x
6 x Sust.
at
60%
Sust.
at
60%
x

Some of the key findings
‣ The results confirm a significant ageing effect.
‣ For piles in clay the effect reduces with increasing
plasticity index and OCR of the clay.
‣ For piles in sand the ageing effect seems in general
to be even larger than in clay! The capacity may
double over a two year period.
‣ Repeated load testing on the same pile gives an
incorrect picture of ageing effects.
‣ Still possible to join the JIP – there are more work
and more info that can be extracted from the program
Work by Dr Kjell Karslrud

Schmertmann Research lab (SRL) – running

New Carbon fibre triaxial cell for tests in CT scanner
New carbon cell that allows for anisotropic
consolidation of rock plug
X-ray imaging of rock core and saturation
during flow and deformation testing
• Main Features
• Sample dimension 38 mm diameter, 100 mm length
• Axial load 100 kN (88 MPa on 38 mm sample)
• Radial confinement: 70 MPa
• Pore pressure: 70 MPa
• Working temp. 140 deg C
• Suitable for corrosive fluids
• Balanced piston or external load frame.
• Axial Vp, Vs, and R
• Axial and radial strain measurements
• 12 radial acoustic pinducers, fittings for 25 mm samples
New

New direct shear box for testing on fractured material
For testing of intact or fractured rock
Measure direct shear strength, friction and
deformation behavior
Conductivity of fracture during normal
stress and shear at high stresses
Applications related to CO2 storage and
testing of shale gas
Main Features
• Max specimen dimensions 150x150x300 mm.
• Max shear force: 250 kN
• Max shear displacement: 100 mm
• Max normal force: 500 kN
• Max pore pressure: 2 MPa
• Max flow gradient: 4 MPa
• Future option for ultrasonic velocity transducers
Test on
Natural
Fracture in
shale
Before test
After test

CGM
Pipelines under earthquake-induced soil movements
• Pipelines traversing slopes are
subjected to down slope movements
of slopes during earthquakes.
• In moderate to steep slopes in deep
water one could expect down slope
displacements larger than 1 m under
even moderate earthquake events.
• As part of JIP (Earthquake Effects in
Deep Water) at NGI a solution has
been developed for computing forces
in pipelines over slopes. The solution
is based on computing accelerations
along the slope, and applying them to
3-D FE model of pipeline supported
on strain-softening springs.
Contours of permanent displacements
Deformations due to earthquake
Work by Amir Kaynia

Sample results of
analyses
Maximum forces along
pipeline during
earthquake
Maximum axial force (kN)
2 500
2 000
1 500
1 000
500
0
-500 0 500 1 000 1 500 2 000 2 500
Distance along pipeline (m)
Maximum bending
moment along pipeline
during earthquake
Max. bending moment (kNm)
80
70
60
50
40
30
20
10
0
-500 0 500 1 000 1 500 2 000 2 500
Distance along pipeline (m)
Work by Amir Kaynia

From Offshore geotechnics
Offshore wind energy development – North Sea
NGI projects include the last 10 years:
Classic soil investigations
Laboratory testing
Foundation design for jackets and
Gravity base towers
Studies on foundation types.
More info OWF Thursday morning
Morten Saue Key note at OTC
Dolwin 2, Aibel

Dolwin 2, Aibel

Subsea Leak Detection (SLD) system
In place overview

Concept:
Modular instrument node on subsea network
Lifting yoke
with Imenco connector
“Mobile”
Instrument
module
In operation
Bullseye
Parking slots
for ROV stabs
“Permanent”
Seabed frame

Instrument Module
Not visible in this image:
sensors for measuring
dissolved methane
Horizontal
Scanning
Sonar head
Vertical
Scanning
Sonar head
Parked
Aquadopp
Current meter

Prototype system installation
Seabed frames
Monitoring modules and riser umbilical
Docking Instrument module to seabed frame
Hooking up COM and power line
“Watch tower” on duty
Subsea images: DeepOcean (responsible for installation)
Subsea image: Stinger Technology AS
PM at NGI was Dag Tollefsrud
Jim Strout

NEW JIP on pile design??
Suzanne has some ideas on that!

Proposal for a JIP
Reliability of API, NGI, ICP, UWA and Fugro
Axial Pile Capacity Calculation Methods
• A joint effort
• Needs sponsorship

Motivation
• In our designs, we need to ensure the same level
of safety for the new pile capacity (read CPT)
methods as for the API method.
• The designer is required to select an appropriate
safety factor when using the CPT methods.
• One can choose to be conservative and apply a
“high” safety factor, or one can document the
level of safety and “calibrate” the required safety
factor(s) that ensures a target level of safety.

Motivation
The industry needs
• Guidelines on the safety factor to use with the
”newer” CPT methods.
• A consensus on the model uncertainty in the methods
(will reduce the uncertainty and thereby reduce the
probability of failure).
• The most cost-effective design as possible for piles
(e.g. reduce pile penetration depth where possible).

Three targets
• Calibration of material factor for enough case studies
so that one can generalise conclusions (OTC paper
gives results for two sites that are site-specific)
• Consensus on pile load test database, and
publication of the database on the web
• Transfer conclusions to design guidelines (API,
ISO/OGP)

Modus operandi - Operator and ”expert ” involvement
Calibration of safety factor(s)
3-4 sites mainly clays; 3-4 sites mainly sand;
3-4 sites intermixed; 2-4 sites w/ ”unusual” cond.
Each sponsor to provide 2-3 case studies
Sponsors can send own staff to NGI to do analyses for their
own case studies
Consensus on pile load test database and web publication
Start with UWA’s careful work
Find new large dia pile load tests
Panel of experts (e.g. Jardine, Lehane, Jeanjean, Gilbert,
Senders, Frimann Clausen etc) to accept/reject load
tests to be included in ”consensus database”
(parameters, interpretation of pile load tests, backcalculation).
Job is not done until we have agreement.
Complete the work in first 2 ½ years of 4-yr project.

Deliverables
Calibration of material factor
• 14-16 case studies (3 already done)
• Method and examples
‣Quantify uncertainties in soil parameters
‣Quantify model uncertainty, including how to include
uncertainty for large pile diameters, low plasticity, etc
‣Uncertainties in effects of cyclic loading and of time on
pile capacity
‣Uncertainty in pile capacity and P f
‣Calibration of safety factor(s).

Deliverables
Consensus on pile load test database
• No more discussion on which test gave what result,
on ”our interpretation is more reliable than yours”!
• Flexible database where on can include new pile
load tests
• Solution for the custody of web site and database
after the JIP is completed

Proposed budget and sponsorship
Budget
• Calibration of material factor
USD 2,2 M over 4 years
• Consensus on pile load test database
USD 1 M over 2 ½ years
Sponsorship
• 8 sponsors @ USD 100,000/yr × 4 yrs or
• 10 sponsors @ USD 80,000/yr × 4 yrs
Next step

NGI Inc – Change of President
Knut Schrøder 2002 – 2008
Stein Strandvik 2008 – 2010
Audun Hauge 2010 – 2013
Morten Saue 2013 ->