FOUNDATION DESIGN AND CASE STUDIES
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1 The University of the West Indies Organization of American States PROFESSIONAL DEVELOPMENT PROGRAMME: COASTAL INFRASTRUCTURE DESIGN, CONSTRUCTION AND MAINTENANCE A COURSE IN DESIGN OF MARINE STRUCTURES CHAPTER 5 FOUNDATION DESIGN AND CASE STUDIES By DEREK GAY, PhD Lecturer, Civil Engineering Department Faculty of Engineering University of the West Indies St Augustine Campus Trinidad, West Indies Organized by Department of Civil Engineering, The University of the West Indies, in conjunction with Old Dominion University, Norfolk, VA, USA and Coastal Engineering Research Centre, US Army, Corps of Engineers, Vicksburg, MS, USA. Trinidad and Tobago, West Indies, September 24 th 28 th,
2 Dr Derek Gay Department of Civil Engineering UWI.
3 Typical Mature Volcanic Deposits Deep Ash/Tiff (Tarish) over volcanic boulder/rock formations
4 0 Woodford Hill Formation Dominica SPT (blows/ft) Depth (m)
5 Dominica Woodford Hill formation Station (m) Boulders/Rock Ash/Tiff weathered Elevation (m)
6 Leeward Sea Port in Typical Swamp over Deep Alluvial Deposits
7 settlement plates piezometers Fill (working surface) -ve frictional contribution Soft-very soft silty clays, peat and organics Loose - medium dense/stifff sands, silts, clays in lenses/pockets and mixed, variable Dense/Stiff - very dense/stifff sands, silts, clays in lenses/pockets and mixed, uniform 6
8 Loma Prieta Acceleration Strong Motion Record Diamond Heights Acceleration (%g) Time (secs) 7
9 Caricom Wharf Area Amplification Spectrum (Loma Prieta) Spectral Amplification (surface/rock) Period (sec) 8
10 Caricom Wharf Area Seismic Acceleration Spectrum 1.2 Spectral Acceleration - g Period (sec) Loma Prieta Zone 3 Zone 2b 9
11 Liquefaction Analysis from SPT and grainsize distribution results.
12 Old Harbour Bay Jamaica Summarised SPT Results 0 SPT N (blows/ft) Depth (m) BH A BH B LAND BHs
13 0 LIQUEFACTION POTENTIAL Lab Triaxial Shear method (Seed et. al. 1971) Shear Stress (kn/m^2) g.25g.30g.35g Failure Stress 15 Depth (m)
14 LIQUEFACTION POTENTIAL SPT N Field correlation method (Seed et. al. 1985) Shear Stress (kn/m^2) Zone of potential, Liquefaction, Settlement, Shear Deformation.20g.25g.30g.35g Failure Stress 15 Depth (m) g.30 13
15 Problems of soft compressible soils with boulder/gravel inter-layering influenced by tidal fluctuations, alluvial deposition and river flows.
16 1.7 Water Table Conditions Grenada 1.5 Water Table Elevation (m) A Borehole Water Table Ground Surface 15
17 0 SPT vs Depth Grenada SPT (Blows/ft) very soft - soft silts & clays very loose - loose sands & gravels Principal contributor to observed settlement related cracking Depth (m)
18 17
19 POINTE SERAPHINE TP96-5 TP BH93-1 BH93-4 CH2 CH3 CH1 BH98-8 BH98-9 BH98-5 BH98-13 TP96-4 CH4 CH5 CH4A BH98-14 BH98-15 BH93-2 BH98-16 BH98-10 BH93-3 BH98-6 TP96-7 TP96-9 CH6 TP96-8 CH5A BH98-7 BH98-11 BH98-12 TP96-3 Limits of dredging TP96-2 Limits of dredging TP
20 BH93-4 BH98-9 BH98-8 BH98-5 BH98-13 BH98-10 BH93-3 BH98-6 TP96-7 BH98-12 TP
21 West Support Area Eastern Cantilever BH98-12 BH 98-6 BH 93-3 BH 98-5 BH ele vation ft Wate r Very dense sands & weathered bedrock N >> 100 blows/ft. Very soft silts and clays N = 0-2 blows/ft Bottom elev. of "H" piles 20
22 Rock fill +10 BH98-13 BH 98-9 BH elevation ft Cross-section of Berth at eastern end. 21
23 22
24 PPGPL Docking Facility Compressive Pile Capacity Qa = Qb/3 + Qs/1.5 (Tons) Depth below MSL (m) mm concrete 914mm steel dredged 23
25 PPGPL Docking Facility Compressive Pile Capacity Qa = Qb/3 + Qs/1.5 (Tons) Depth below MSL (m) mm Concrete 914 mm Steel 24
26 100 Caribbean Tides Kingston Ponce Antigua Dominica 25
27 Caribbean Tides Castries Grenadines Barbados Tobago 26
28 Caribbean Tides Nariva Gasparee Erin 27
29 Derek Gay B.Sc.(UWI), M.Sc.(London) PhD. (Texas) Academic Consulting Dept. Civil Engineering University of the West Indies St. Augustine Phone: ext Earth Systems Engineering Limited 5B The Mews Cascade Road Port of Spain Trinidad West Indies Phone Fax:
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