DESIGN OF QUAY STRUCTURES PORT OF NUUK GEOTEKNIKERNES HVERDAG 2016: DTU - LYNGBY PORT OF NUUK - DESIGN OF QUAY STRUCTURES

Transcription

1 DESIGN OF QUAY STRUCTURES PORT OF NUUK GEOTEKNIKERNES HVERDAG 2016: DTU - LYNGBY

2 OVERVIEW LOCATION Nuuk

3 OVERVIEW SCOPE New container terminal, Nuuk Employer: Sikuki Nuuk Harbour A/S Contractor: Per Aarsleff A/S Scope: ~400 m of sheet pile Quay wall Dredging works (blasting) Reclamation works (260,000 m³) Pavements (60,000 m²) Fenders, bollards Buildings and installations

4 OVERVIEW SCOPE New container terminal, Nuuk Employer: Sikuki Nuuk Harbour A/S Reclamation Pavement Contractor: Per Aarsleff A/S Scope: ~400 m of sheet pile Quay wall Dredging works (blasting) Reclamation works (260,000 m³) Pavements (60,000 m²) Fenders, bollards Buildings and installations Buildings Quay 103 Quay 100 Quay 101/102 Dredging

5 PROJECT BASIS BATHYMETRY AND DREDGING REQUIREMENTS

6 PROJECT BASIS GEOTECHNICAL CONDITIONS Profile along the cope line of quay 101/102

7 PROJECT BASIS GEOTECHNICAL CONDITIONS Profile along the cope line of quay 101/102 CH 0+000

8 PROJECT BASIS GEOTECHNICAL CONDITIONS Profile along the cope line of quay 101/102 CH 0+100

9 PROJECT BASIS GEOTECHNICAL CONDITIONS Profile along the cope line of quay 101/102 CH 0+220

10 PROJECT BASIS TENDER REQUIREMENTS QUAY AND TERMINAL

11 PROJECT BASIS TENDER REQUIREMENTS QUAY AND TERMINAL

12 LAYOUT

13 LAYOUT TYPICAL CROSS SECTION QUAY 102

14 LAYOUT TYPICAL CROSS SECTION QUAY 102

15 LAYOUT TYPICAL CROSS SECTION QUAY 102

16 LAYOUT TYPICAL CROSS SECTION QUAY 101

17 LAYOUT CORNERS

18 LAYOUT QUAY 100 AND 103

19 DESIGN

20 DESIGN SHEET PILES D-Sheet Variable loads: - Live load - Heavy vehicle(s) - Bollard pull - Fender - Max water difference Accidental loads: - vehicle impact - loss of scour protection - drainage out of function

21 DESIGN SHEET PILES Utilized roughness of the wall (up to 0.80) adjusted in order to obtain balance of vertical forces

22 DESIGN SHEET PILES AZ 26/700 AZ 28/700 AZ 24/700

23 DESIGN SHEET PILES Passive ressistance of the berm investigated with LimitState:GEO (Discontinuity layout optimisation)

24 DESIGN SHEET PILES FEM model captures influence of actual fillup stages and deformation of the soil surrounding anchor plates D-Sheet vs. Plaxis

25 DESIGN TIE-BACK SYSTEM Bollard anchor one pair per 15.4m connected to capping beam Top anchor per 2.8m connected via wale SAS 670/800 thread bars used for all tie-back anchors Back anchor per 2.8m staggered Bottom anchor per 1.4m via console

26 DESIGN TIE-BACK ANCHORS: BENDING DUE TO SETTLEMENTS Deformed anchor contour Sum phase displacements Structural beam model with imposed deformations

27 DESIGN ANCHOR PLATES: SPACING Overlapping of the mobilized wedges avoided Global sliding controlled by SSR in Plaxis

28 DESIGN ANCHOR PLATES: CORNERS Inter-crossing anchor plates

29 DESIGN ANCHOR BEAM

30 DESIGN ANCHOR BEAM Plaxis model used to estimate moments from vertical component FEM Design model used to combine various anchor loads into single model

31 DESIGN RECLAMATION Type 4 (0-600mm) Rockfill sourced on site by blasting Rockfill placed by grab to avoid segregation (wide gradation) Filter stability maintained between types Type 1 (0-90mm) Type 3 (0-360mm)

32 DESIGN SCOUR PROTECTION Quay102 Quay101

33 THANK YOU FOR ATTENTION