ICP-05设计方法的经济影响 Economic lmpact of lCP-05 Design Method.pdf

East Anglia ONE Offshore Windfarm EconomicImpactof IcP-05 Design Method February2019 ID:EA1-ENG-T-IBR-032375Rev1 Created by / date: LC / Feb 2019 Checked by/date: LC/RME/Feb2019 Approvedby/ date: RME/ Feb2019 SCOTTISHPOWER .scottishpowerrenewables. RENEWABLES
East Anglla ONE Offshore Windfarm February 2019 REVISIONCONTROL RevisionandApprovals Rev Date Reason for Issue Originated by Checked by Approved by Digitaly signed by: Luis Costa Sn7=NONO 18/02/2019 External Use Dato: 2019.02.18 Usuarios 82:59 Z LC LC/RME RME 14/02/2019 External Use LC LC/RME RME EA1-ENG-T-IBR-032375 Rev1_EconomlclmpactiICPMethod_Feb19 Page 2
East Angllia ONE Offshore Windfarm February 2019 Tableofcontents Introduction 1.1 Soil Conditions Design Methodology 1.2 2 Site Investigation Works Cyclic Degradation Assessment Steel Order 11 Installation 12 Conclusion and Look-Ahead 12 References 13 EA1-ENG-T-IBR-032375 Rev1_EconomlclmpactiICPMethod_Feb19 Page3
East Anglla ONE Offshore Windfarm February 2019 1Introduction ScotishPower Renewables (SPR). part of the Iberdrola group is developing the East Anglia ONE Ofshore Aq pmooy oeud e pnos sem ) jepuo uesu uuo s o aunr u (Na) wepu the award of a Contract for Diference in February 2015. The project achieved a positive Final Investment Decision (FID) by February 2016 and the construction and installation works are being carried out between 2018 and 2020. This document provides an overview of the different activiies and EAONE work packages affected by the use of the geotechnical design method developed by the Imperial College London (Jardine et al 2005) ICP-05 and the impacts on the project as a whole. EAONE is the first area to be developed within the East Anglia zone and covers an area of approximately 300 km² EAONE offshore substation to the landfall at Bawdsey and 37km onshore to the national grid substation at Bramford. Figure 1-1 : East Anglia ONE project (red line) and export cable route The site is fomed by 102 7MW turbines (VTG) supported by 3 legged jackets sitting on 3 x 2.5m diameter piles each jacket. The hub height is approximately 90m above sea level and the rotor diameter is 154m. The southern North Sea is a relatively shallow sea. Within the EAONE site water depths are recorded at average depth of around 44 m LAT with a maximum depth of 53 m LAT and a minimum depth of 31 m LAT. The majority of the area is in water depths ranging between 40-45 m LAT while shallower waters are normally associated to the presence of sand waves. Geotechnical engineering was undertaken with the support from Offshore Wind Consultants (OWC) and the WTG oufng Aq peuwoμad sem uewssese uogepeubep olpfo eu1 toqwery fq sno peueo sem ufisep uogepunoy EA1-ENG-T-IBR-032375 Rev1_EconomlclmpactiCPMethod_Feb19 Page 4
East Anglla ONE Offshore Windfarm February 2019 Geoconsulting (Fugro) in consultation with Professor Richard Jardine at Imperial College London (ICL) and OWC ubisep op Iloqweg Aq panodide (guenbasqns pue Aquenbesqns pue 1.1 Soil Conditions The stratigraphy at the EAONE site was found to be generallydipping towardsthe northeast with some variations in thickness of the different geological units. The stratigraphy of the area (to the depth of interest) is mainly formed Ground Fomation) The soils encountered are mainly part of the following geological fomations: Holocene aades au po ed) sae Aeo pue (s pue aeo euose) spues esuep a o esuep wnpu q Yarmouth Roads Smith’s Knoll and Westkapelle. Occasionally thin clay layers from the Brown Bank Formation could be encountered on the westerm edge. eu se pesn euem pue els eug uo pagguep ueeq aeu sqjun Suueeufue leouuoj pue (eofoloa6 Bumooy eu basis of all design works carred within the project: Geological Units Engineering Units Description HOL Holocene 1HOL Holocene Marine sediments 2BBC Brown Bank Clay Sandy silty Clay BB Brown Bank 2BBS Brown Bank Sand High strength to very high strength Clay 4Y2C Yarmouth RoadsIl Clay Very high strength Clay Yarmouth 4Y2S Yarmouth Roads II YR Sand Dense to very dense fine to medium Sand Roads 4Y1S Yarmouth Roads I Sand Dense to very dense very silty fine to medium Sand SK Smith's Knoll 5SMK Smith's Knoll Medium dense to very dense fine to medium slightly silty Sand 6W2S Westkapelle Ground I Sand Medium dense very sitty fine to medium Sand Westkapelle WK (Base WK1 6W1C Clay Westkapelle Ground 1 (b_w1C) Very high to extremely high very silty Clay 6W1S Westkapelle Ground I Very dense very clayey silty fine to medium Sand Sand Table 1-1 Summary of Ground Model and Engineering Units in EAONE 1.2 Design Methodology The geotechnical design method followed for the foundation pile design was the ICP-05 method. The background for using such method is clarified in this section. 10. The design methods for prediction of axial pile resistance for driven tubular steel offshore piles originally considered for the EA1 foundation design were: EA1-ENG-T-IBR-032375 Rev1_EconomlclmpactiCPMethod_Feb19 Page 5

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