Certification Report Site Conditions HKW DNV GL

HOLLANDSE KUST (WEST) WIND FARM ZONE
Certification Report
Site Conditions Assessment
Netherlands Enterprise Agency
Report No.: CR-SC-DNVGL-SE-0190-05500-2

Date: 2021-04-16
Project name: Hollandse Kust (west) Wind Farm Zone DNV GL Energy
Report title: Certification Report Renewables Certification
Site Conditions Assessment Germanischer Lloyd Industrial
Customer: Netherlands Enterprise Agency Services GmbH
Croeselaan 15, Brooktorkai 18
3521 BJ Utrecht, The Netherlands 20457 Hamburg
Contact person: Huygen van Steen (RVO) Germany
Date of issue: 2021-04-16 Tel: +49 40 36149-0
Project No.: 10151362 DE 228282604
Report No.: CR-SC-DNVGL-SE-0190-05500-2
Applicable contract(s) governing the provision of this Report: 201805104/TN198682. PO WOZ2190149
Objective:
The objective of this report is to confirm that DNV GL as an independent third party has verified the Site
Conditions Assessment for the Hollandse Kust (west) Wind Farm Zone according to DNVGL-SE-
0190:2020.
Prepared by: Verified by: Approved by:

Digitally signed by Simón-Donaire, Digitally signed by
Hunt, Helena Jane
2021.04.14 13:56:40 +02'00'
José Redanz, Pia Redanz, Pia
Date: 2021.04.14
Date: 2021.04.14 14:09:19 +02'00' 14:32:20 +02'00'
Helena Hunt José Simon-Donaire Pia Redanz
Project Manager Senior Engineer Project Sponsor
Copyright © DNV GL 2014. All rights reserved. This publication or parts thereof may not be copied, reproduced or transmitted in any
form, or by any means, whether digitally or otherwise without the prior written consent of DNV GL. DNV GL and the Horizon Graphic
are trademarks of DNV GL AS. The content of this publication shall be kept confidential by the customer, unless otherwise agreed in
writing. Reference to part of this publication which may lead to misinterpretation is prohibited.
DNV GL Distribution: Keywords:

☐ Unrestricted distribution (internal and external) Offshore wind, Hollandse Kust (west) Wind Farm
☐ Unrestricted distribution within DNV GL Zone, Site Conditions Assessment
☐ Limited distribution within DNV GL after 3 years
☒ No distribution (confidential)
☐ Secret
Rev. No. Date Reason for Issue Prepared by Verified by Approved by

0 2021-01-22 First issue HEHU JSIMON PR
1 2021-04-09 Clarification in the main sections, one HEHU JSIMON PR
condition closed, App. B updated,
editorial changes
2 2021-04-16 Editorial change to main section HEHU JSIMON PR
DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

Page i
Table of contents
1 EXECUTIVE SUMMARY ................................................................................................... 1
2 CERTIFICATION SCHEME ............................................................................................... 1
3 LIST OF REPORTS ......................................................................................................... 1
4 CONDITIONS ............................................................................................................... 2
5 OUTSTANDING ISSUES ................................................................................................. 3
6 CONCLUSION ............................................................................................................... 3
6.1 Studies Reviewed by DNV GL 3
6.2 Other Site Conditions Studies not Reviewed by DNV GL 6
6.3 Over-All Conclusion 7
Appendix A Wind Investigations

Appendix B MetOcean Investigations
Appendix C Geophysical Investigations
Appendix D Geological Ground Model
Appendix E Geotechnical Borehole Locations
Appendix F Geotechnical Laboratory Testing
Appendix G Geotechnical Parameters
Appendix H Morphological and Scour Investigations
Appendix I List of Documents/References

Page ii
1 EXECUTIVE SUMMARY
The Hollandse Kust (west) Wind Farm Zone (HKWWFZ) is located in the Dutch Sector of the North Sea,
approximately 51 km from the coastline. As part of the tender preparations, the Netherlands Enterprise
Agency (Rijksdienst voor Ondernemend Nederland, RVO) has requested a site conditions assessment of
the Hollandse Kust (west) Wind Farm Zone.
The geotechnical testing program (incl. the ground model program) can be considered as the ‘cutting
edge’ with respect to the amount of detailed factual data that is available by the time of the initiation of
the tender phase for an offshore wind farm.
2 CERTIFICATION SCHEME
Document No. Title
DNVGL-SE-0190:2020-09 Project certification of wind power plants
3 LIST OF REPORTS
The appendices to this report comprise the detailed DNV GL certification reports which normally include
reference standards/documents, list of design documentation as well as summary and conclusion of the
DNV GL evaluation.
APPENDIX Revision Subject

A 0 Wind Investigations
B 1 MetOcean Investigations
C 0 Geophysical Investigations
D 0 Geological Ground Model
E 0 Geotechnical Borehole Locations
F 0 Geotechnical Laboratory Testing
G 0 Geotechnical Parameters
H 0 Morphological and Scour Investigations
I 0 List of Documentation/References
Appendix I contains a list of the documents/references submitted by RVO for this project, including
reports and database for review and sources of additional information. RVO has also initiated and
received an Archaeological assessment and an UXO Desk study. Those two studies have not been
verified by DNV GL:
(1) Regarding the Archaeological assessment reference is made to,
- the archaeological assessment (https://offshorewind.rvo.nl/obstructionsw)
- the methodology used (Dutch Quality Standard for Archaeology (KNA Waterbodems 4.0)
- the approval of the Rijksdienst voor Cultureel Erfgord (RCE) (PDF p3)
(2) UXO Desk Study does not provide any specific limitations yet, it is worth mentioning in
the whole set, but it is not verified against standards
MetOcean Measuring campaign
RVO has also initiated a MetOcean Measuring Campaign. A Project Quality Plan (PQP) was issued by
Fugro for the supply of metocean data at Hollandse Kust (west). This quality management system
consists of a quality assurance of the A) MetOcean systems deployed and B) a monthly validation.

-1
A) Quality Assurance MetOcean systems deployed (pre-campaign validations)
The quality of the Fugro MetOcean measuring systems, the Seawatch wind LiDAR buoys WS 170, WS187
and WS188, is assessed by DNV GL Advisory. Each deployed individual system used is assessed by DNV
GL Advisory by means of an offshore in situ verification. DNV GL Advisory conclude that each of the
MetOcean measuring systems have demonstrated its capability to produce accurate wind speed and
direction data across the range of sea states and meteorological conditions experienced.
B) Monthly validation
A quality management system applies on the monthly results of the MetOcean Campaign. Each monthly
data report of Fugro is accompanied by a monthly report from Deltares assuring the quality:
• Deltares performs a monthly validation of the results of the campaign. The validation includes
wind, waves, air and water temperature, air pressure, water levels and currents from a variety of
reliable sources (anemometer, LiDAR, hydrodynamic model, etc.) in the North Sea; namely LEG,
IJmuiden, EPL, P11-B, K13 and Q1. Furthermore, for some variables its general characteristics
are qualitatively assessed, such as the respective vertical profiles for current and wind
measurements. Deltares has a certified Quality Management System ISO 9001:2008.
4 CONDITIONS
The conditions identified during the technical evaluation are listed in the appendices. The conditions are
assigned to the certification phases in which they need to be considered and evaluated.
The conditions listed in the following shall be addressed as part of the certification process.
For the design basis phase the following conditions shall be addressed:
• The Geotechnical Report Investigation Data Seafloor In Situ Test Locations shows an
investigation area deviating from the geophysical investigation area. In further, more detailed
design steps, it shall be ensured that all turbine locations are sufficiently investigated.
• DNV GL concur with the findings of the DHI report regarding the uncertainties in the
SWDWF2020 wave model for predicting the wave roses on top of the two sand banks. For future
development on top of the two banks the local effects of the sand banks with regards to the
wave directional distribution shall be accounted for.
• The wind turbine configurations incl. cable route have not been determined, it is assumed for the
certification that the wind turbines will be placed in the area where borings and/or at least one
CPT have been performed within a radius of 30 meters from the centre of the wind turbine
foundation. If the wind turbine configurations incl. cable route are placed outside a radius of 30
meters additional assessment shall be performed.
• Power plant configurations with wind turbines more than 30 m from in-situ tests as included in
this review require further analysis of geophysical profiles, new in-situ tests and evaluation of
existing geotechnical characteristic design profiles. Such modifications are not considered within
this statement of compliance for site conditions assessment. If the wind turbine configurations
incl. cable route are placed outside a radius of 30 meters additional assessment shall be
performed.
For the design phase the following condition shall be addressed:

-2
• If any future boreholes or CPTs performed should deviate significantly from the boreholes at the
46 positions and the soil composed in the 10 batches, then additional dynamic and cyclic tests
must be considered.
• Clustering of in-situ tests from various locations can be used as basis for design if both lower and
upper fractions of the representative design parameters are included in the design estimates.
The variations of the soils in a cluster are higher than the variations of the soils in the
surroundings of a selected wind turbine considered. The best estimate at a position is different
from the best estimate of the entire cluster.
• Characteristic profiles have been made for selected representative positions only. If foundations
shall be optimized for any other wind turbine position within the geotechnical investigation area,
site-specific profiles must be carried out on CPTs at the specific position and the methods
calibrated as described by Fugro in the geotechnical parameter report.
• The final scour mitigation strategy will have to be defined by the designer, for the actual
foundation and cable design to be used.
For the operation and maintenance phases the following condition shall be addressed:
• The seabed levels within the wind farm area shall be monitored and remedial actions taken
before the seabed levels are compromised.
5 OUTSTANDING ISSUES
No outstanding issues have been identified.
6 CONCLUSION
6.1 Studies Reviewed by DNV GL

The studies reviewed by DNV GL are further described in the appendices A to H. The reviewed
documents are listed in appendix I.
The review conclusions are summarised in the following.
Wind Investigations DNV GL finds that the wind properties as defined in the documents
listed in section A4 are derived in line with the requirements following
section 2.3.2 of the DNVGL-SE-0190 and the basis for the evaluation
listed in Section A3 for establishing site assessment.
The properties estimated are:
• Annual average wind speed (at 100 m MSL): 9.72 m/s
• Wind roses
• Wind distributions:
o Weibull A-parameter (at 100 m MSL): 11.11 m/s
o Weibull k-parameter (at 100 m MSL): 2.283

-3
MetOcean Investigations DNV GL has found the presented methods to be in line with industry
practice. DNV GL finds that the Metocean study is complete, is
plausible and is carried out according to ‘state of the art’ methods, and
that
• the Normal Metocean Conditions

• the Extreme Metocean Conditions
as defined in the documents listed in Section B4 are derived in line

with the requirements following Section 2.3.2 of the DNVGL-SE-0190
and the basis for the evaluation listed in Section B3, and are suitable
as design input for Hollandse Kust (west) Wind Farm Zone.
Furthermore, DNV GL finds that the Metocean database performs well

and is suitable for establishing the Metocean design conditions for the
Wind Farm Zone Hollandse Kust (west) with due consideration of the
condition listed in Section B6.
Geophysical Investigations The geophysical investigation report may be used to support the
Design Basis documentation for the (preliminary) design of future
offshore wind farms in the project area. The data in this report is
suitable to serve as a geological ground model and can be used for
establishing a Design Basis for Offshore Wind Turbine Structures in
accordance with the basis for the evaluation listed in Section C3.
Geological Ground Model The geotechnical investigation reports may be used to support the
Design Basis documentation for the (preliminary) design of future
offshore wind farms in the project area. The data in the reports is
suitable to serve as partial input for a geotechnical ground model and
can be used for establishing a Design Basis for Offshore Wind Turbine
Structures in accordance with the basis for the evaluation as listed in
Section D3, if the conditions in Section D6 are observed.
Geotechnical Borehole In summary, the verification work performed by DNV GL confirms that
Locations the “Site assessment” as seen by the documentation from customer
related to the Hollandse Kust (west) Wind Farm Zone as listed under
section E4 contributes to fulfil the demands set up in the Certification
Scheme DNVGL-SE-0190:2020-09, section 2.3.2 and the related
“Basis for the evaluation” listed in section E3, if the conditions in
Section E6 are observed.
The data presented in this report can contribute to the establishment

of geotechnical design profiles in accordance with the requirements for
design basis for detailed design of foundations, which will be designed
after DNVGL-ST-0437 and DNVGL-ST-0126, with due consideration of
the conditions listed in Section E3.

-4
Geotechnical Laboratory In summary, the verification work performed by DNV GL confirms that
Testing the “Site assessment” as seen by the documentation from customer
section F4 contributes to fulfil the relevant demands set up in the
Certification Scheme DNVGL-SE-0190:2020-09, section 2.3.2 and the
related “Basis for the evaluation” listed in section F3, if the condition in
chapter F6 is observed.
We acknowledge the large number of advanced tests performed and

reported. With additional interpretation this can support the design
with a high degree of accuracy for cyclic degradation and initial
stiffness. The geotechnical testing program can be considered as the
‘cutting edge’ with respect to the amount of detailed factual data that
is available by the time of the initiation of the tender phase for an
offshore wind farm.
The “geotechnical laboratory test data” report can be used to support

the design basis for design of future offshore wind turbines in the
project area in accordance with DNVGL-ST-0437 and DNVGL-ST-0126
with due consideration to the condition listed in Section F6.
Geotechnical Parameters In summary, the verification work performed by DNV GL confirms that
the “Site assessment” as seen by the documentation from customer
section G4 contribute to fulfilling the relevant demands set up in the
Certification Scheme DNVGL-SE-0190:2020-09, section 2.3.2 and the
related “Basis for the evaluation” listed in Section G3, if the conditions
in Section G6 are observed.
With respect to the location of boreholes, in-situ tests and laboratory

tests performed, the evaluations presented in the Geotechnical
Parameters report can be used to support the design of future offshore
wind farms in the project area. The data presented in this report can
be used for establishing a Design Basis in accordance with DNVGL-ST-
0437 and DNVGL-ST-0126 with due consideration of the conditions
listed in Section G6.

-5
Morphological and Scour DNV GL has found that the morphology study is complete, carried out
Investigations according to industry best practice, is plausible, and that
• Best Estimate Bathymetry (BEB)

• Lowest Sea Bed Level (LSBL) for the period 2019-2059
• Highest Sea Bed Level (HSBL) for the period 2019-2059
as defined in the documents listed in Section H4 are derived in line

with the requirements following Section 2.3.2 of the DNVGL-SE-0190
and the related “Basis for the evaluation” listed in Section H3 can be
used as basis for determining design seabed levels for Hollandse Kust
(west) Wind Farm Zone. The conditions in Section H6 needs to be
observed.
Although the actual scour prediction and mitigation strategies must be

defined by the designer for the actual foundation and cable concepts,
DNV GL has found the presented methods to be in line with industry
practice.
As part of the review, the consistency between above studies has been checked:
• The ‘wind’ in MetOcean Investigation are consistent with the ‘wind’ found in the Wind
Investigation
• The ‘seabed levels’ in the geophysical surveys are consistent with the ‘seabed levels’ found in the
Morphological and Scour Investigations
• The ‘seabed levels’ used in the MetOcean investigation are consistent with the data and the
‘seabed levels’ found in Morphological and Scour Investigations
• The use of buoy data in WRA & MetOcean
• The use of geophysical data to define geotechnical investigation and to update geological ground
model with geotechnical data
6.2 Other Site Conditions Studies not Reviewed by DNV GL

• Regarding the data measured in the MetOcean campaign and used in the morphodynamic,
MetOcean and wind resource studies: A reference is given to the quality management system of
the measuring campaign (the system is validated by DNV GL Advisory , and monthly quality
assurance is carried out by Deltares
• Regarding the Archaeological assessment a reference is made to
(https://offshorewind.rvo.nl/obstructionsw), to the methodology used (Dutch Quality Standard
for Archaeology (KNA Waterbodems 4.0) and to the approval of Rijksdienst voor Cultureel
Erfgord (RCE)
• UXO Desk Study is not verified against standards

-6
6.3 Over-All Conclusion
Under consideration of the conditions listed in section 4, DNV GL has found that the site conditions for
the Wind Farm Zone Hollandse Kust (west) based on measurements and desk studies,
• have been established correctly

• are complete and fulfil the requirements as given in the certification scheme listed in section 2 of
this report
• that the risks and uncertainties have been minimised according to cutting edge methods
• can be used directly as input for design.

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APPENDIX A
Wind Investigations
Evaluation of Wind Resource Assessment for Hollandse Kust

(west) Wind Farm Zone
A1 Description of verified component, system or item

Within the Wind Farm Zone the wind conditions have been estimated. The resulting site conditions are
documented by the customer and build the basis for the verification described in the current report.
A2 Interface to other systems/components:

No interfaces to other systems/components are present.
A3 Basis for the evaluation

Applied codes and standards:
Document No. Revision Title

DNVGL-ST-0437 2016-11 Loads and site conditions for wind turbines
IEC 61400-3 2009-02 Wind Turbines – Part 3: Design requirements for offshore wind turbines
A4 Documentation from customer

List of reports:

/1/ HKWWRA/4NT/0704126/000/03 03 2020-10-30 Site Studies Wind Farm Zone Hollandse Kust
Wind Resource Assessment (West)
/2/ V03_D HKW_20200807_Tractebel_DeliverablesAsTables_V0
3_D.xlsx
List of reports taken for information only:

/A/ Proj. ID: 11822658 Final Draft 0.4 MetOcean Study and database for Dutch Wind Farm
Dated 2020-11-09 Zones Hollandse Kust (west)
A5 Evaluation Work
/1/ presents the wind resource assessment for the planned Hollandse Kust (west) Offshore Wind Farm
Zone. The assessment has been based on combined use of offshore wind measurements and mesoscale
model data. The main outcome of /1/: The long-term mean wind speed at a hub height of 100 m MSL at
the center of the zone has been determined to be 9.72 ± 0.31 m/s (± standard deviation) based on one
year of buoy measurements. The wind speed variation within the zone is evaluated with the mesoscale
model DOWA and found to be about ±0.1 m/s.
A wake analysis has been undertaken which is not part of the certification of this report. However, the
report /1/ concludes that the stated losses are uncertain, and that the inclusion of wake loss is left open
to the designers. DNV GL agree to this conclusion.

A-1
The wind speed was measured in an on-site floating LiDAR campaign at three independent lidars HKW A,
HKW B and HKW C at measurement heights of 30, 40, 60, 80, 100, 120, 140, 160, 180, 200 and 250 m
MSL. Data from the period 11/02/2019-10/02/2020 was used in the assessment. The on-site
measurements are supported by the following other Dutch North Sea offshore wind measurements taken
at
• Europlatform met mast and LiDAR

• Lichteiland Goeree (LEG) met mast and LiDAR
• Offshore Wind Farm Egmond aan Zee (OWEZ) met mast
• K13 lidar
• Met mast IJmuiden (MMIJ)
• Floating LiDAR at HKZ Wind Farm Zone
• Floating LiDAR at HKN Wind Farm Zone
In /1/ data from three different reanalysis datasets
• ERA5 reanalysis data

• MERRA2 reanalysis data
• CFSv2 reanalysis data (extended CFSR data)
have been compared with the measurements.
It was found that ERA5 was the best data source and therefore chosen to be used as long-term
reference data source for the MCP routine.
For the horizontal extrapolation, data from five different mesoscale models
• KNW mesoscale data
• DOWA mesoscale data
• NEWA mesoscale data
• 3TIER-ERA5
• EMD-WRF-ERA5
have been compared with the measurements.
It was found that DOWA was the best data source and therefore chosen to be used for the horizontal
extrapolation at the site.
DNV GL has reviewed
Measurements
Long-term correction
Horizontal extrapolation
The results of the wind climate calculation including
o Air temperature
o Air pressure
o Relative humidity
o Air density Correction
o Time Series presented in /2/
and has found the documentation to be correct.

A-2
Furthermore, DNV GL has compared the wind speeds presented in /1/ with in-house knowledge about
the ‘Design’ and ‘Measured Wind’ on existing Belgian and Dutch offshore wind farms and has found that
9.72 m/s long-term mean wind speed including ± 0.31 m/s (± standard deviation) can be agreed on.
The wind speeds are to be used for design of future the Hollandse Kust (west) offshore wind farm.
It has been checked that the ‘wind distribution and wind roses’ used in the metocean desk study
presented in /A/ are aligned.
A6 Conditions to be considered in other certification phases

No conditions have been identified.
A7 Outstanding issues
There are no outstanding issues.
A8 Conclusion
DNV GL finds that the wind properties as defined in the documents listed in section A4 are derived in line
with the requirements following section 2.3.2 of the DNVGL-SE-0190 and the basis for the evaluation
listed in Section A3 for establishing site assessment.
The properties estimated are:
• Annual average wind speed (at 100 m MSL): 9.72 m/s
• Wind roses
• Wind distributions:
o Weibull A-parameter (at 100 m MSL): 11.11 m/s
o Weibull k-parameter (at 100 m MSL): 2.283

A-3
APPENDIX B
MetOcean Investigations
Evaluation of metocean investigations for Hollandse Kust (west)

Wind Farm Zone
B1 Description of verified component, system or item

Within the wind farm area a metocean study has been performed. The resulting metocean site conditions
are documented by the customer and build the basis for the verification described in the current report.
The metocean data is made available through a metocean database.
B2 Interface to other systems/components

Currently, no interfaces to other systems/components are present.
B3 Basis for the evaluation


B4 Documentation from customer

List of reviewed reports and database:
Ref. Document Revision Title

No.
/1/ Proj. ID: Final 0.5 DHI report:
11822658 Dated 2020-12-04 MetOcean Study and database for Dutch Wind Farm Zones
Hollandse Kust (west), incl.
/2/ APPENDIX_F1_NormalConditions_wind_links2STOR2
/3/ APPENDIX_F2_NormalConditions_currents_links2STOR2
/4/ APPENDIX_F3_NormalConditions_waves_links2STOR2
/5/ APPENDIX_G_JointProbabilityParameters_links2STOR2
/6/ MOOD database – https//:www.metocean-on-demand.com
datasets for
a) Dutch Offshore Wind farms, meteorologicial Parameters
(except wind), Harmonie, KNMI/DHI
b) Hollandse Kust (west), Water Level and Current (2D),
MIKE21 Hydrodynamic Model (HD), DHI
c) Hollandse Kust (west), Wave Parameters (integrated), Mike
21 Spectral Wave Model (SW), DHI
d) Hollandse Kust (west), Wave Spectra (Directonal-Frequency),
MIKE 21 Spectral Wave Model (SW), DHI
e) Hollandse Kust (west), Wind Data, CFSR corrected,
NOAA/DHI
List of reports taken for information only:

B-1
Ref. Document No. Revision Title
/A/ HKWRA/4NT/070 03 Wind Resource Assessment for Hollandse Kust (west) Wind Farm
4126/000/03 Issued 2020-10-30 Zone.
/B/ HKW Metocean Campaign 12-Months report – Year 1: February
2019 until February 2020 - Fugro
B5 Evaluation work
/1/ presents the Metocean assessment for the planned Hollandse Kust (west) Wind Farm Zone and
contains information for Normal and Extreme Conditions regarding:
• Wind
• Waves
• Current
• Water Levels
• Joint probabilities between the above.
• Other parameters like salt, temperatures, marine growth etc.
The data shall serve as input for the design, installation and maintenance of wind turbines, inter-array
cables and substations.
The Metocean conditions are established by hindcast modelling covering the period 1979-2019 (41
years). The hindcast models were forced by wind/pressure field data from the Climate Forecast System
Reanalysis (CFSR) dataset established by the National Centers for Environmental Prediction (NCEP). DNV
GL considers this wind data set to be state of the art as input for hindcast models and has seen several
studies where the wind data set has been successfully applied.
Bathymetry
The bathymetry data for the Hollandse Kust areas used in the hindcast models was based on data
collected by Fugro in 2019. For other areas than Hollandse Kust (west), the bathymetric data was
obtained from the Digital Terrain Model (DTM) adopted from the EMODnet Bathymetry portal (initiated
by the European Commission as part of developing the European Marine Observation and Data Network
(EMODnet)). DNV GL considers that both the Fugro data as well as the EMODnet give a correct
description of the seabed and can be used as input for hindcast models.
Wind
The CFSR wind used to force the wave model and the HD (water level and current) model has been
validated against the following measured data:
Wind measurement location Measurement period

Europlatform 1996-2020
K14 2006-2020
K13a 1996-2020
LEG 1981-2020
F16 2009-2020
F3 1994-2020
J6 2009-2020
L9 2006-2020
P11 2009-2020
HKNA April 2017 - April 2019
HKNB April 2017 - April 2019
HKWA February 2019 -November 2019

B-2
Wind measurement location Measurement period
HKWB February 2019 -November 2019
HKWC August 2019 -November 2019
Hoorn 1994-2020
DNV GL has reviewed the validation of the wind and has found it documented that the CFSR wind model
can be used as input for hindcast models.
DHI (/1/) and Tractebel (/A/) have independently of each other calculated the wind speed 100m above
the sea-level for the Hollandse Kust (west) and found excellent correlation. DNV GL therefore considers
that the wind at around 100m above sea-level can be used to establish the design wind conditions at
Hollandse Kust (west) Wind Farm Zone.
Waves Validation/Calibration
The wave hindcast model has been calibrated by varying:
o ‘Bottom friction’
o ‘The effect of wind-induced currents’ and
o ‘Cap to the ratio of friction velocity (u*) / wind speed (u10)’
DNV GL has reviewed the calibration and found that the final values used as input for the hindcast
models are within the normal applied parameter ranges.
The wave hindcast model has been validated against the following measured data:
Wave measurement location Measurement period

HKWA February 2019 -November 2019
HKWB February 2019 -November 2019
HKWC August 2019 -November 2019
HKNA April 2017 - April 2019
HKNB April 2017 - April 2019
Europlatform 1983-2020
F16 2009-2020
F3 2013-2020
J6 2009 - 2020
K13a 1979 - 2020
K14 2012-2020
L9 2012-2020
LEG 1983-2020
Q1 2007-2020
DNV GL has reviewed the validation of the waves and has found that for the zone not located on the
banks, that the hindcast model can be used to establish the design wave conditions at Hollandse Kust
(west) Wind Farm Zone. It should be noted that the validation of wave directions (wave roses) on top of
one of the banks showed an underprediction of waves from the north. This is considered to be a local
effect of the model.
DNV GL concur with the findings of the DHI report regarding the uncertainties in the SWDWF2020 wave
model for predicting the wave roses on top of the two sand banks. For future development on top of the
two banks the local effects of the sand banks with regards to the wave directional distribution shall be
accounted for.
HD (water level and current) Validation/Calibration

B-3
The HD hindcast model has been validated/calibrated against the following measured data:
Wave measurement location Water Level Current

HKWA February 2019 -November 2019 February 2019 -November 2019
HKWB February 2019 -November 2019 February 2019 -November 2019
HKWC September 2019 -November September 2019 -November
2019 2019
HKNA 2017-2019 2017-2019
HKNB 2017-2019 2017-2019
Brouwershavensche Gat 2 1979-2020 NA
Europlatform 1983-2020 NA
F16 2009-2020 NA
J6 2009-2020 NA
K13a 1979-2020 NA
K14 2012-2020 NA
L9 2012-2020 NA
LEG 1983-2020 NA
Q1 2007-2020 NA
The hydrodynamic model has been calibrated by varying:
o The Manning number (bottom friction)
o Wind friction
DNV GL has reviewed the validation of the water level and current and has found it documented that the
HD (water level and current) hindcast results can be used the establish the design water level and
current conditions at Hollandse Kust (west) Wind Farm Zone.
MetOcean Database
The overall goal of the database is to support the establishment of MetOcean conditions for design,
installation and maintenance of wind turbines, inter-array cables and substations for the project Wind
Farm Zone Hollandse Kust (west). The database is based on the hindcast model results described above
and covers meteorology (wind) and hydrodynamics (water levels, currents and waves) for a period of 41
years (1979-2020). The database also includes results from extreme value analysis and correlations (for
example correlations between extreme significant wave height and wind-speed, current and water level
respectively, and wave periods associated with the extreme individual wave heights).
DNV GL has checked the meteorology (wind) and hydrodynamics (water levels, currents and waves)
data available in the database, both for normal conditions (i.e. roses and distributions) and extreme
conditions (including associated values), for the positions presented in /1/, and has found that the
database is consistent with /1/.
Furthermore, DNV GL has made spot checks of the data output for other positions than presented in /1/
and found that data are plausible and in agreement with the overview maps covering the site (for
example highest and lowest astronomical tide, mean significant wave height, extreme wind speed,
extreme significant wave height and maximum extreme individual wave height with return period of 100
years), and has confidence that the data included in the database are consistent with the data presented
in /1/.

B-4
The MetOcean database was validation based on 9 months of data from the MetOcean campaign. On the
issuing of the 12-Months report of the MetOcean campaign /B/ an anomaly was detected in the
measurements which RVO are investigating further. Regardless of whether the anomaly is a true
measurement or not, it is not considered to have an impact on the MetOcean database.
B6 Conditions to be considered in other certification phases

The following condition is to be considered for design basis phase:
DNV GL concur with the findings of the DHI report regarding the uncertainties in the SWDWF2020 wave
model for predicting the wave roses on top of the two sand banks. For future development on top of the
two banks the local effects of the sand banks with regards to the wave directional distribution shall be
accounted for.
B7 Outstanding issues
B8 Conclusion
DNV GL has found the presented methods to be in line with industry practice. DNV GL finds that the
Metocean study is complete, is plausible and is carried out according to ‘state of the art’ methods, and
that
• the Normal Metocean Conditions

• the Extreme Metocean Conditions
as defined in the documents listed in Section B4 are derived in line with the requirements following
Section 2.3.2 of the DNVGL-SE-0190 and the basis for the evaluation listed in Section B3, and are
suitable as design input for Hollandse Kust (west) Wind Farm Zone.
Furthermore, DNV GL finds that the Metocean database performs well and is suitable for establishing the
Metocean design conditions for the Wind Farm Zone Hollandse Kust (west) with due consideration of the
condition listed above in Section B6.

B-5
APPENDIX C
Geophysical Investigations
Evaluation of Geophysical Investigations for Hollandse Kust

C1 Description of verified component, system or item

In the Investigation Area of the Hollandse Kust (west) Wind Farm Zone geophysical investigations have
been performed. The geophysical investigations were divided into two separate investigations performed
from 11th October 2018 to 16th February 2019 and from 22nd October 2018 to 17th February 2019 and
consisted of Sidescan Sonar (SSS), Magnetometer (MAG), Multi Beam Echo Sounder (MBES), Single
Beam Echo Sounder (SBES), Sub-Bottom Profiler (SBP), ultra-high resolution Single Channel Sparker
(SCS-UHR) and ultra-high resolution Multichannel Sparker (MCS-UHR). The results and the found site
conditions are documented by the customer and are the basis for the verification of the current report.
C2 Interface to other systems/components

The geophysical investigation reports shall be considered for the Geotechnical Investigations and the
Geological Ground Model.
C3 Basis for the evaluation


DNVGL-ST-0437 November 2016 Loads and site conditions for wind turbines
DNVGL-ST-0126 April 2016 Support structures for wind turbines
C4 Documentation from customer

List of reports:

Fugro Document 4 Geophysical Results Report Hollandse Kust (West) Wind Farm
No. P904162 19.08.2019 Zone Survey 2018
C5 Evaluation work
Based on the regional geology the local geology in the windfarm area has been investigated based on
the MCS-UHR, SCS-UHR and SBP results and existing borehole information by Fugro.
This led to an interpretation of mainly seven geological units in the area, namely, A: Holocene –
Southern Bight Formation (Bligh Bank), B: Holocene – Naaldwijk Formation, C: Late Pleistocene – Eem
Formation (Brown Bank), D: Late Pleistocene – Eem / Egmond Ground Formation, E: Post-Saalian –
Valley Infill Formation and F+G: Early to Middle Pleistocene – Yarmouth Roads Formation. The units C, D
and E are present only in parts of the investigation area.

C-1
An in-depth interpretation is included in the definition of layer boundaries between these geological units.
Based on the given information in the report DNV GL assessed the interpretation for plausibility and
agrees to the given conclusions presented in the report.
It is further noted that some units are present only in parts of the Wind Farm Zone. Especially for unit D
(basin-like depressions) and unit E (glacial channel / valley), due to the deviating infill soil material it is
possible that soil parameters may change within short distances.
Additionally, boulders have been detected in the Wind Farm Zone and have been documented in the
appendices of the main report, with the note that further boulders may be present.
It shall be noted that due to the distance of track lines during the investigations the level of detail in a 3-
dimensional ground model is limited but can be expanded by findings of the geotechnical investigations.
Further limitations and recommendations are mentioned in the corresponding sections of the certification
report and shall be considered in the further design process, see section A6.
The quality of the data acquisition has been documented within the report.
DNV GL could not detect any deviations from quality which would have led to a critical error in the
performed interpretations.
DNV GL has evaluated that the above referenced document from the customer provides sufficient
information to get a good general understanding of the geophysical conditions in the given wind farm
area. The above referenced report provides sufficient geophysical details to serve as a geological model
for the (preliminary) design of future offshore wind farms. Such a model can be relied upon to establish
general geological conditions, support discussions on site variability and establish the scope of a future
geotechnical investigation campaign, e.g. with respect to park layout studies.
The given results have been documented in the report and it is evaluated by DNV GL that the
conclusions have been determined and presented in detail with good traceability.
The assessed report fulfils the requirements in accordance with the standards specified as the basis for
the evaluation.
C6 Conditions to be considered in other certification phases

There are no conditions.
C7 Outstanding issues
C8 Conclusion
The geophysical investigation report may be used to support the Design Basis documentation for the
(preliminary) design of future offshore wind farms in the project area. The data in this report is suitable
to serve as a geological ground model and can be used for establishing a Design Basis for Offshore Wind
Turbine Structures in accordance with the basis for the evaluation listed in Section C3.

C-2
APPENDIX D
Geological Ground Model
Evaluation of Geotechnical Investigations for Hollandse Kust
D1 Description of verified component, system or item

In the Investigation Area of the Hollandse Kust (west) Wind Farm Zone geotechnical investigations have
been performed. The geotechnical investigations were performed from 15th May to 17th June 2019 and
consisted of a large number of cone penetration tests (CPT) including piezocone, seismic cone and
temperature cone penetration tests, pressure dissipation tests as well as vibrocore sampling and
laboratory tests.
D2 Interface to other systems/components

The geotechnical investigation report shall be considered for further geotechnical investigations and the
Geotechnical Ground Model.
D3 Basis for the evaluation


DNVGL-ST-0437 November 2016 Loads and site conditions for wind turbines
DNVGL-ST-0126 April 2016 Support structures for wind turbines
D4 Documentation from customer

Reviewed reports:

Fugro document 5 Geotechnical Report Investigation Data Seafloor In Situ Test
No. P904711/01 10.02.2020 Locations Hollandse Kust (west) Wind Farm Zone
Dutch Sector, North Sea
Fugro document 5 Geotechnical Report Investigation Data Seafloor Sample
No. P904711/02 10.02.2020 Locations Hollandse Kust (west) Wind Farm Zone
Documents available for information:

P904711/TN11- 1 Technical Note - Digital Data
DIG 10.01.2020 Seafloor Sample and In Situ Test Locations
Hollandse Kust (west) Wind Farm Zone
- summarizing report and data files included in:
“HKW_Lot 1_digital Data Deliverables.7z”

D-1
D5 Evaluation work
DNV GL has evaluated that the above referenced documents from the customer provide sufficient
information to get a good general understanding of the geotechnical conditions in the given investigation
area. For completeness raw data of the soil investigations has been submitted to DNV GL in case it was
needed for further information.
At the wind farm area one hundred and eighteen locations have been investigated by various cone
penetration tests with a maximal investigation depth of around 55 m below mudline.
Overall, cone penetration tests at one hundred and eighteen locations, one-hundred and twenty-two
piezocone penetration tests at one-hundred and eighteen locations, thirty seismic cone penetration tests
at thirty locations, thirty-six temperature cone penetration tests at thirty-five locations and eighty pore
pressure dissipation tests at twenty-nine locations have been conducted, distributed across the
investigation area. The corresponding information can be found in the Geotechnical report.
Based on the CPT, for each of the one-hundred and eighteen locations two different geotechnical logs
have been prepared: One shows a soil classification based on Qtn (normalized cone resistance) and Fr
(normalized friction ratio), the other shows a soil classification based on Qtn and Bq (pore pressure ratio).
These different soil classification methods are shown in two graphic logs and lead to diverging results
regarding cohesive and non-cohesive soils at some test locations. Further interpretations have not yet
been executed.
Vibrocore samples have been taken at 50 locations to investigate the geotechnical characteristics of sand
waves across the wind farm area, including laboratory tests at some of the samples. The investigation
depths range between 2.4 m to 6.4 m. Laboratory tests mainly consisted of bulk and dry density,
particle size analysis as well as organic and carbonate content. Results of the mainly coarse-grained
cohesionless material are documented within the corresponding report.
The above referenced reports provide information to create a geotechnical model for the (preliminary)
design of future offshore wind farms. Such a model can be relied upon to establish general geotechnical
conditions, support discussions on site variability and establish the scope of further future geotechnical
investigations like boreholes and laboratory tests.
The given results have been documented in the reports and it is evaluated by DNV GL that the
conclusions have been determined and presented in detail with good traceability.
The assessed reports fulfil the requirements in accordance with the standards specified as the basis for
the evaluation.
D6 Conditions to be considered in other certification phases

• The Geotechnical Report Investigation Data Seafloor In Situ Test Locations shows an
investigation area deviating from the geophysical investigation area. In further, more detailed
design steps, it shall be ensured that all turbine locations are sufficiently investigated.
• For the final layout of the wind farm zones geotechnical investigations need to be performed at
each specific (e.g. turbine) location.
D7 Outstanding issues

D-2
D8 Conclusion
The geotechnical investigation reports may be used to support the Design Basis documentation for the
(preliminary) design of future offshore wind farms in the project area. The data in the reports is suitable
to serve as partial input for a geotechnical ground model and can be used for establishing a Design Basis
for Offshore Wind Turbine Structures in accordance with the basis for the evaluation as listed in Section
D3, if the conditions in Section D6 are observed.

D-3
APPENDIX E
Geotechnical Borehole Locations
Evaluation of report “Geotechnical Borehole Locations” for

Hollandse Kust (west) Wind Farm Zone
E1 Description of verified component, system or item

The following comprises documentation for verification of a geotechnical borehole campaign, which forms
a part of the “soil and geotechnical conditions” in accordance with DNVGL-SE-0190 section 2.3 Design
basis.
The verified report consists of geotechnical boreholes performed at 46 target locations. The borings
consist of
a) geotechnical sampling
b) standard down hole cone penetration testing
c) geophysical logging in selected boreholes
d) geotechnical laboratory tests performed on samples extracted from boreholes
The results from the geotechnical boreholes are documented by the customer and build the basis for the
verification described in current verification report.
E2 Interface to other systems/components

Following interfaces must be considered with respect to the geotechnical borehole campaign and the final
design basis for soil and geotechnical conditions:
a) Geophysical Site Investigations

b) Bathymetric Surveys
c) Geotechnical Interpretation of factual data
d) Execution of Dynamic/cyclic laboratory tests and interpretation of design graphs
e) Detailed Design of geotechnical structures
The details as referenced in a)-d) have already been performed and included in other reports.
E3 Basis for the evaluation


DNVGL-ST-0126 2016-04 Support structures for wind turbines.
Standards, which has been used for execution of borings and laboratory tests are detailed in the
documentation from costumer.

E-1
E4 Documentation from customer
List of reports:

/1/ P904711/03 Issue 9, 2020-10-20 Geotechnical Report Investigation Data, Geotechnical Borehole
Locations Hollandse Kust (west) Wind Farm Zone, Dutch Sector,
North Sea
/2/ Fugro Document, Hollandse Kust (West) WFZ- Dutch Sector, North
Sea, (No Title) List of Test Types, Test Facility, Test Method,
Accredited to Certificate ID and Certificate Issue Date
/3/ P904711/TN12-DIG Technical Note, Digital Deliverables, Geotechnical Borehole
(3) Locations, Hollandse Kust (west) Wind Farm Zone, Dutch Sector,
North Sea
E5 Evaluation work
/1/ presents factual geotechnical data as gathered at 46 locations for the planned Hollandse Kust (west)
Wind Farm Zone.
It includes an extensive set of laboratory tests, which have been performed with soils extracted from the
boreholes.
DNV GL has evaluated that the information presented in the documents from the customer provides a
good basis for establishing site-specific calibrated empirical correlations and design profiles at the 46
locations.
The factual geotechnical data as presented in the borehole report provides a part of the geotechnical
design basis. It comprises the following information:
a) Geotechnical soil sampling and logs performed at 46 locations

b) Borehole geophysical logging performed at 5 locations
c) In-situ test results performed at 46 locations (CPT)
d) Geotechnical (Static) Laboratory Test Results including
• Classification
• Triaxial (UU, CAU, CIU, CID) with Bender element tests.
• Direct Shear
• Ring Shear
• Compressibility (Oedometer Tests)
• Permeability
• Other tests
The standards as presented in the Documentation from Customer are evaluated as representative basis
for determination of parameters required for a geotechnical design basis.
Calibrated empirical correlations based on laboratory test results and in-situ test for the 46 locations
could be used to develop design profiles at positions, where only CPT’s have been performed in the wind
farm area.

E-2
E6 Conditions to be considered in other certification phases
The conditions identified during the technical evaluation are listed in the following.
For the design basis the following conditions prevails:
• The wind turbine configurations incl. cable route have not been determined, it is assumed for the
certification that the wind turbines will be placed in the area where borings and/or at least one
CPT have been performed within a radius of 30 meters from the centre of the wind turbine
foundation.
• Power plant configurations with wind turbines more than 30 m from in-situ tests as included in
this review require further analysis of geophysical profiles, new in-situ tests and evaluation of
existing geotechnical characteristic design profiles. Such modifications are not considered within
this (partial) statement of compliance for site conditions assessment.
E7 Outstanding issues
There are not outstanding issues.
E8 Conclusion
In summary, the verification work performed by DNV GL confirms that the “Site assessment” as seen by
the documentation from customer related to the Hollandse Kust (west) Wind Farm Zone as listed under
section E4 contributes to fulfil the demands set up in the Certification Scheme DNVGL-SE-0190:2020-09,
section 2.3.2 and the related “Basis for the evaluation” listed in section E3, if the conditions in Section E6
are observed.
The data presented in this report can contribute to the establishment of geotechnical design profiles in
accordance with the requirements for design basis for detailed design of foundations, which will be
designed after DNVGL-ST-0437 and DNVGL-ST-0126, with due consideration of the conditions listed
above in Section E3.

E-3
APPENDIX F
Geotechnical Laboratory Testing
Evaluation of geotechnical laboratory test data for Hollandse

Kust (west) Wind Farm Zone
F1 Description of verified component, system or item

The geotechnical laboratory report ref /1/ contains an extensive amount of tests. The soils investigated
are composed from soil samples extracted from layers with similar properties from various borings. A
total of 10 batches have been created for the investigation.
For identification and normalization, standard classification tests and static strength tests have been
performed.
F2 Interface to other systems/components

Currently, following interfaces are identified:
• Geotechnical borehole campaign with respect to type of soil layers

• Static laboratory tests with respect to strength and deformation properties
• Geotechnical Characteristic design properties as established for static loads.
• Design estimates of cyclic degradation of the soils for critical design storm events.
F3 Basis for the evaluation


DNVGL-ST-0126 2016-04 Support structures for wind turbines.
Standards, which have been used for execution of borings and laboratory tests appear in the
Documentation from costumer.
F4 Documentation from customer

List of reports:

/1/ P904711/04 Issue 5 2020-10-20 Geotechnical Report, Laboratory Test Data Hollandse Kust (west)
Wind Farm Zone, Dutch Sector, North Sea
/2/ - - HKW_20201020_FNLM_Technical Note - Digital Deliverables Cyclic
and Dynamic_V01_F, zip-file

F-1
F5 Evaluation work
/1/ presents the geotechnical laboratory test data for the planned Hollandse Kust (west) Wind Farm
Zone. The report contains results from following type of tests:
• Classification
• Triaxial
Static load tests, CAUc/CIUc, CAUe, CIDc/CADc
Cyclic load tests, CUcyc, CDcyc (CTX)
• Direct Simple Shear

Static load tests, DSS drained and undrained soils
Cyclic load tests, CSS drained and undrained soils
• Small strain and damping

Bender Element Test (BE)
Resonant Column Test (RC)
When tests are performed within an accreditation in accordance with ISO/IEC 17025, then no additional
verification for certification of the specific tests are required. Performance of the laboratory tests are
therefore for information only. The results of the tests as reported are used as background information in
the continued verification.
The type of tests made during testing are evaluated to support development of cyclic design graphs as
basis for potential reduced strength of soils due to dynamic load scenarios.
The different cyclic tests (Direct Shear Tests, Triaxial Tests) in drained and undrained conditions are
documenting how the soils will act within the tested load conditions.
Normalized cyclic shear Stress graphs have been presented showing the various test results for the
Batches 1-9 as determined from cyclic DSS tests.
With respect to specific design requirements, further analysis of the factual laboratory data can be
performed from the executed tests.
The digital deliverables /2/ contain test results in .xls-format that have been spot-checked by
comparison with the data given in document /1/.
F6 Conditions to be considered in other certification phases

Soils, which have been tested from the 10 batches, are evaluated as representative for the 46 boreholes.
• If any future boreholes or CPTs performed should deviate significantly from the boreholes at the
46 positions and the soil composed in the 10 batches, then additional dynamic and cyclic tests
must be considered.
F7 Outstanding issues

F-2
F8 Conclusion
section F4 contributes to fulfil the relevant demands set up in the Certification Scheme DNVGL-SE-
0190:2020-09, section 2.3.2 and the related “Basis for the evaluation” listed in section F3, if the
condition in chapter F6 is observed.
We acknowledge the large number of advanced tests performed and reported. With additional
interpretation this can support the design with a high degree of accuracy for cyclic degradation and initial
stiffness. The geotechnical testing program can be considered as the ‘cutting edge’ with respect to the
amount of detailed factual data that is available by the time of the initiation of the tender phase for an
offshore wind farm.
The “geotechnical laboratory test data” report can be used to support the design basis for design of
future offshore wind turbines in the project area in accordance with DNVGL-ST-0437 and DNVGL-ST-
0126 with due consideration to the condition listed in Section F6 above.

F-3
APPENDIX G
Geotechnical Parameters
Evaluation of geotechnical parameters for Hollandse Kust (west)

Wind Farm Zone
G1 Description of verified component, system or item

The following comprises documentation for verification of the Geotechnical Parameters report, which
forms a part of the “soil and geotechnical conditions” in accordance with DNVGL-SE-0190 section 2.3
Design basis.
A “Geotechnical Parameters” report has been generated for the soils as encountered in the wind farm
area. The properties of the soils have been determined from 46 borehole locations and CPT’s performed
at 118 locations.
The factual data from geotechnical boreholes, in-situ CPT’s, classification tests, static, cyclic and dynamic
laboratory tests are presented in other verified reports. Those data provides the basis for geotechnical
interpretation and appropriate geotechnical design parameters as presented in the Geotechnical
Parameters report which has been evaluated within this review.
G2 Interface to other systems/components

Following interfaces are identified for the review of the “Geotechnical Parameters” Report:
• Geological Ground Model.
• Geotechnical Borehole campaign with respect to type of soil layers.
• Static laboratory tests with respect to strength and deformation properties.
• Geotechnical Laboratory Testing
• Site specific Characteristic Parameters for detailed Design.
G3 Basis for the evaluation


G4 Documentation from customer

List of reports:

/1/ P904711/07 Issue 6 2020-10-07 Geotechnical Parameters, Hollandse Kust (west) Wind Farm Zone,
G5 Evaluation work
It appears from the report /1/ section 1.6 that the report must be read in its entirety.

G-1
Parameters in the report originate from indirect and direct measurement. The results are compared to
both non-calibrated and calibrated methods with respect to statistically defined upper bound, lower
bound and best estimates. Utilization of characteristic parameters for design requires therefore
continued geotechnical expertise and engineering judgement.
Characteristic parameters for a specific design must be selected and evaluated with respect to available
data, accuracy of predicted parameter and risk associated to variation of the specific parameter for the
particular element of the structure.
From the borings performed in the wind farm area, 9 soil units have been defined: Soil Unit A, B1, B2,
C1, C2, D, E, F and G (Ref /1/, Sec 3. Geotechnical Ground Model table 3.2).
At each location HKW001-HKW118 at least one CPT has been performed. The soil units as defined in the
boreholes are identified in the CPT for each location Plate C1-6 to C1-17.
Soil Provinces, as described in /1/ section 3.2 are evaluated as clustering of soil profiles with comparable
soil units. Such profiles are therefore valuable for conceptual and preliminary detailed designs. Appendix
C of /1/ plate C1-3 shows the design profiles for “Soil Province 1 to 8”.
The report contains guidance text and formulas to determine characteristic parameters from various
methods related to upper bound estimates, best estimates and lower bound estimates. Following
parameters and subjects are evaluated within this review:
• Net Cone Resistance
• Soil Unit Weight
• Relative Density
• Undrained Shear Strength
• External Axial Strain at half the maximum deviator stress
• Peak Effective Angle of internal Friction
• Angle of Interface Friction, Steel/soil
• Coefficient of permeability
• Shear Modulus at small strain
• Damping
• Effect of dynamic actions, strength and deformation properties after cyclic loadings.
• Seismic Hazard Assessment
A design basis for each of the wind turbine positions can be established from the given guidance text,
presented formulas, laboratory tests and CPTs as performed at each location.
G6 Conditions to be considered in other certification phases

For the design phase the following conditions shall be considered:
• Clustering of in-situ tests from various locations can be used as basis for design if both lower and
upper fractions of the representative design parameters are included in the design estimates.
The variations of the soils in a cluster are higher than the variations of the soils in the
surroundings of a selected wind turbine considered. The best estimate at a position is different
from the best estimate of the entire cluster.
• Characteristic profiles have been made for selected representative positions only. If foundations
shall be optimized for any other wind turbine position within the geotechnical investigation area,

G-2
site-specific profiles must be carried out on CPTs at the specific position and the methods
calibrated as described by Fugro in the parameter report ref. /1/.
G7 Outstanding issues
G8 Conclusion
section G4 contribute to fulfilling the relevant demands set up in the Certification Scheme DNVGL-SE-
0190:2020-09, section 2.3.2 and the related “Basis for the evaluation” listed in Section G3, if the
conditions in Section G6 are observed.
With respect to the location of boreholes, in-situ tests and laboratory tests performed, the evaluations
presented in the Geotechnical Parameters report can be used to support the design of future offshore
wind farms in the project area. The data presented in this report can be used for establishing a Design
Basis in accordance with DNVGL-ST-0437 and DNVGL-ST-0126 with due consideration of the conditions
listed in Section G6 above.

G-3
APPENDIX H
Morphological and Scour Investigations
Evaluation of morphological and scour mitigation investigations

for Hollandse Kust (west) Wind Farm Zone
H1 Description of verified component, system or item

Within the wind farm area a morphology and scour mitigation study has been performed. The results and
the found morphodynamic site conditions are documented by the customer and build the basis for the
verification described in the current report.
H2 Interface to other systems/components

Currently, no interfaces to other systems/components are present.
H3 Basis for the evaluation


H4 Documentation from customer

List of reports:

/1/ 1204811-002-HYE- 01 2020-07-06 Morphodynamics for Hollandse Kust (west) Wind Farm Zone
0001
/2/ 1204811-002-HYE- 01 2020-07-06 Scour and scour mitigation for Hollandse Kust (west) Wind Farm
0002 Zone
H5 Evaluation work
/1/ presents the bathymetrical/morphodynamic assessment for the planned Hollandse Kust (west) Wind
Farm Zone. /1/ contains information regarding:
• Description of morphodynamic features in the wind farm zone

• An analysis of the morphodynamics
• Extrapolation of historical morphodynamic activities for the estimation of future seabed levels
The seabed bedforms at Hollandse Kust (west) Wind Farm Zone consist of a combination of megaripples
and sand waves.
/1/ concludes that from the geological and geophysical data available non-erodible layers exist, but that
they are located too deep to influence migration of the sand waves and the megaripples.

H-1
The megaripples have migration speeds that are so large that many megaripples will pass each
foundation during the lifetime of the wind farms. Therefore, only their dimensions were determined, and
their representative statistical values were included as an uncertainty band for predicted bed levels.
The sand waves have been analysed in 4 steps based on the historical and recent seabed bathymetries
a. Determination of transect locations

b. Determination of the sand wave migration direction
c. Determination of the sand wave migration speed
d. Characterization of the sand wave shape
Future migration
In /1/ future predictions are made over the period 2019 until 2059. The 2019 Hollandse Kust (west)
Wind Farm Zone bathymetry was determined from multibeam survey carried out by Fugro on behalf of
RVO. These bathymetrical data together with existing ‘historical’ bathymetric data for the project site
available from the Netherlands Hydrographic Office (NLHO), Royal Netherlands Navy., with three
bathymetries covering the period 1996-2002, 2006-2009 and 2014-2015 were obtained and used to
determine the seabed dynamics: a) sand wave migration directions, b) sand wave speeds and c) the
sand wave characteristics such as wavelength and wave height.
The future bathymetries and corresponding bed level changes have been estimated by artificial shifting
the mobile seabed components of the most recent 2019 bathymetry. In order to account for the
variability of the migration speed and migration direction, 9 different combinations of 3 migration
directions and 3 migration speeds have been considered. Hereby upper and lower bound future seabed
level estimates have been obtained. DNV GL has reviewed this method and has found that the method
can be used to determine the long-term bathymetrical changes, when contingency accounting for the
uncertainties are applied.
In order to account for a) survey, b) megaripples and c) spatial resolution uncertainty, 0.35 m upward
and -0.25 m downward bands + spatial varying sand shape uncertainty have been added to the
uncertainty. DNV GL has reviewed these uncertainty bands and found them to be on the safe side.
DNV GL has a) reviewed the study, b) has found that the study is carried out according to industry best
practice and c) agrees on the following main data provided along with /1/:
• Lowest Seabed Level (LSBL) for time spans of 5 year

• Highest Seabed Level (HSBL) for time spans of 5 year
• Best Estimate Bathymetry (BEB) for time spans of 5 year
Unexploded Ordnances (UXO’s)
In addition to the future predictions /1/ also present a hindcast of the seabed levels for the period 2019
to 1945 to detect bandwidths as a vertical demarcation for the location of Unexploded Ordnances
(UXO’s). DNV GL has reviewed and found the Best (BEOL), Lowest (LOL) and Highest (HOL) object levels
are correctly modelled.
Scour Mitigation Strategies
In /2/ different scour mitigation strategies are presented. DNV GL has found that the methods are in line
with industry practice.

H-2
H6 Conditions to be considered in other certification phases
• The final scour mitigation strategy will have to be defined by the designer, for the actual
foundation and cable design to be used.
For the operation and maintenance phases the following condition shall be addressed:
• The seabed levels within the wind farm area shall be monitored and remedial actions taken
before the seabed levels are compromised.
H7 Outstanding issues
H8 Conclusion
DNV GL has found that the morphology study is complete, carried out according to industry best
practice, is plausible, and that
• Best Estimate Bathymetry (BEB)

• Lowest Sea Bed Level (LSBL) for the period 2019-2059
• Highest Sea Bed Level (HSBL) for the period 2019-2059
as defined in the documents listed in Section H4 are derived in line with the requirements following
Section 2.3.2 of the DNVGL-SE-0190 and the related “Basis for the evaluation” listed in Section H3 can
be used as basis for determining design seabed levels for Hollandse Kust (west) Wind Farm Zone. The
conditions in Section H6 needs to be observed.
Although the actual scour prediction and mitigation strategies must be defined by the designer for the
actual foundation and cable concepts, DNV GL has found the presented methods to be in line with
industry practice.

H-3
APPENDIX I
List of Documents/References

I-1
About DNV GL
Driven by our purpose of safeguarding life, property and the environment, DNV GL enables organizations
to advance the safety and sustainability of their business. We provide classification and technical
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Certification Report Site Conditions HKW DNV GL

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Certification Report Site Conditions HKW DNV GL

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HOLLANDSE KUST (WEST) WIND FARM ZONE

Report No.: CR-SC-DNVGL-SE-0190-05500-2

Prepared by: Verified by: Approved by:

DNV GL Distribution: Keywords:

Rev. No. Date Reason for Issue Prepared by Verified by Approved by

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

2 CERTIFICATION SCHEME ............................................................................................... 1

3 LIST OF REPORTS ......................................................................................................... 1

5 OUTSTANDING ISSUES ................................................................................................. 3

Appendix A Wind Investigations

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

APPENDIX Revision Subject

MetOcean Measuring campaign

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

For the design phase the following condition shall be addressed:

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

6.1 Studies Reviewed by DNV GL

The review conclusions are summarised in the following.

The properties estimated are:

• Annual average wind speed (at 100 m MSL): 9.72 m/s

o Weibull A-parameter (at 100 m MSL): 11.11 m/s

o Weibull k-parameter (at 100 m MSL): 2.283

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

• the Normal Metocean Conditions

as defined in the documents listed in Section B4 are derived in line

Furthermore, DNV GL finds that the Metocean database performs well

The data presented in this report can contribute to the establishment

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

We acknowledge the large number of advanced tests performed and

The “geotechnical laboratory test data” report can be used to support

With respect to the location of boreholes, in-situ tests and laboratory

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

• Best Estimate Bathymetry (BEB)

as defined in the documents listed in Section H4 are derived in line

Although the actual scour prediction and mitigation strategies must be

6.2 Other Site Conditions Studies not Reviewed by DNV GL

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

• have been established correctly

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

Evaluation of Wind Resource Assessment for Hollandse Kust

A1 Description of verified component, system or item

A2 Interface to other systems/components:

A3 Basis for the evaluation

Document No. Revision Title

A4 Documentation from customer

Document No. Revision Title

List of reports taken for information only:

Document No. Revision Title

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

• Europlatform met mast and LiDAR

In /1/ data from three different reanalysis datasets

• ERA5 reanalysis data

have been compared with the measurements.

have been compared with the measurements.

DNV GL has reviewed

and has found the documentation to be correct.

DNV GL – Report No. CR-SC-DNVGL-SE-0190-05500-2 – www.dnvgl.com

A6 Conditions to be considered in other certification phases

The properties estimated are:

• Annual average wind speed (at 100 m MSL): 9.72 m/s