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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 , 2001
29

FOUNDATION DESIGN AND CASE STUDIES

Dec 19, 2021

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Page 1: FOUNDATION DESIGN AND CASE STUDIES

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 24th – 28th, 2001

Page 2: FOUNDATION DESIGN AND CASE STUDIES

Dr Derek GayDepartment of Civil Engineering

UWI.

Page 3: FOUNDATION DESIGN AND CASE STUDIES

Typical Mature Volcanic Deposits Deep Ash/Tiff (Tarish) over volcanic

boulder/rock formations

Page 4: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

3

Woodford Hill Formation Dominica

0

5

10

15

20

25

30

0 50 100 150SPT (blows/ft)

Dep

th (m

)

Page 5: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

4

Dominica Woodford Hill formation

0

50

100

150

200

250

300

10+12

410

+508

10+6

5010

+758

11+0

8311

+088

11+1

9411

+495

11+9

3312

+222

12+24

812

+352

12+5

8612

+778

13+2

6113

+432

Station (m)

Elev

atio

n (m

)

Boulders/Rock Ash/Tiff weathered

Page 6: FOUNDATION DESIGN AND CASE STUDIES

Leeward Sea Port in Typical Swamp over Deep Alluvial Deposits

Page 7: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

6

16.8

3.0

7.7

2.5

20.0

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

30.0

Dense/Stiff - very dense/stifff sands, silts, clays in lenses/pockets and mixed, uniform

piezometersplatessettlement

Page 8: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

7

Loma Prieta Acceleration Strong Motion Record Diamond Heights

-0.12

-0.08

-0.04

0

0.04

0.08

9 10 11 12 13 14

Time (secs)

Acc

eler

atio

n (%

g)

Page 9: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

8

Caricom Wharf AreaAmplification Spectrum (Loma Prieta)

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

0.01 0.1 1 10

Period (sec)

Spec

tral

Am

plifi

catio

n (s

urfa

ce/ro

ck)

Page 10: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

9

Caricom Wharf AreaSeismic Acceleration Spectrum

0.0

0.2

0.4

0.6

0.8

1.0

1.2

0.01 0.1 1 10

Period (sec)

Spec

tral

Acc

eler

atio

n - g

Loma Prieta Zone 3 Zone 2b

Page 11: FOUNDATION DESIGN AND CASE STUDIES

Liquefaction Analysis from SPT and grainsize distribution results.

Page 12: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

11

Old Harbour Bay JamaicaSummarised SPT Results

0

5

10

15

20

25

30

35

40

1 10 100

SPT N (blows/ft)

Dept

h (m

) BH A

BH B

LAND BHs

Page 13: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

12

LIQUEFACTION POTENTIALLab Triaxial Shear method

(Seed et. al. 1971)

0

5

10

15

20

25

30

35

40

0 50 100

Shear Stress (kN/m^2)

Dep

th (m

)

.20g

.25g

.30g

.35gFailure Stress

Page 14: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

13

LIQUEFACTION POTENTIALSPT N Field correlation method

(Seed et. al. 1985)

0

5

10

15

20

25

30

35

40

0 50 100

Shear Stress (kN/m 2̂)

Dep

th (m

)

.20g

.25g

.30g

.35gFailure Stress

Zone of potential,Liquefaction,Settlement,Shear Deformation

0.20g

.25

.30.30

.35

Page 15: FOUNDATION DESIGN AND CASE STUDIES

Problems of soft compressible soils with boulder/gravel inter-layering

influenced by tidal fluctuations, alluvial deposition and river flows.

Page 16: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

15

-0.5

-0.3

-0.1

0.1

0.3

0.5

0.7

0.9

1.1

1.3

1.5

1.7

Wat

er T

able

Ele

vatio

n (m

)

1 2 3 3A 4 5 6 7 8 9Borehole

Water Table Ground Surface

Water Table Conditions Grenada

Page 17: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

16

SPT vs Depth Grenada

0

6

12

18

24

0 50 100 150 200 250

SPT (Blows/ft)

Dep

th (m

)

very soft - soft silts & claysvery loose - loose sands & gravelsPrincipal contributor to observed settlement related cracking

Page 18: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

17

Page 19: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

18

BH98-12

BH98-6

BH98-5BH98-13

BH98-9

BH98-10

BH98-8

BH98-7

BH98-16BH98-15

BH98-14

BH98-11

POINTE SERAPHINE

BH93-1

BH93-2

BH93-3

BH93-4

1

CH1

CH2CH3

CH4

CH5

CH6

CH4A

CH5A

TP96-1

TP96-2

TP96-3

TP96-7TP96-8

TP96-4

TP96-9

TP96-6

TP96-5

Limits

of dre

dgin

g

Lim

i ts o

f dr e

dgin

g

Page 20: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

19

BH98-12

BH98-6

BH98-5BH98-13

BH98-9

BH98-10

BH98-8

BH93-3

BH93-4

TP96-3

TP96-7

Page 21: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

20

Very de nse sands & weath ered be drockN >> 100 blow s/ft.

Ve ry soft silts and claysN = 0-2 blows/ft

Wate r

+10

0

-10

-20

-30

-40

-50

-60

-70

-80

-90

-100

-110

elev

atio

n ft

.

BH98-12 BH 98-6 BH 93-3 BH 98-5 B H98-13

Bottom ele v. of "H" piles

West Support Area Eastern Cantilever

14-15 17-18 20-21 25-26 31-32

Page 22: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

21

+10

0

-10

-20

-30

-40

-50

-60

-70

-80

-90

-100

-110

elev

a tio

n ft

.

BH98-13 BH 93-4BH98-9

Rock fill

Cross-section of Berth at eastern end.

Page 23: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

22

Page 24: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

23

PPGPL Docking FacilityCompressive Pile Capacity

0

5

10

15

20

25

30

35

40

0 100 200 300 400

Qa = Qb/3 + Qs/1.5 (Tons)

Dep

th b

elow

MSL

(m)

600 mm concrete 914mm steel dredged

Page 25: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

24

PPGPL Docking FacilityCompressive Pile Capacity

0

5

10

15

20

25

30

35

40

0 100 200 300 400

Qa = Qb/3 + Qs/1.5 (Tons)

Dep

th b

elow

MSL

(m)

600 mm Concrete 914 mm Steel

Page 26: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

25

Caribbean Tides 1

-100

-80

-60

-40

-20

0

20

40

60

80

100

0 100 200 300 400 500 600 700 800

Kingston Ponce Antigua Dominica

Page 27: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

26

Caribbean Tides 2

-100

-80

-60

-40

-20

0

20

40

60

80

100

0 100 200 300 400 500 600 700 800

Castries Grenadines Barbados Tobago

Page 28: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

27

Caribbean Tides 3

-100-80-60-40-20

020406080

100

0 200 400 600 800 1000

Nariva Gasparee Erin

Page 29: FOUNDATION DESIGN AND CASE STUDIES

CDCM Sept 24-28 2001

28

Derek Gay B.Sc.(UWI), M.Sc.(London) PhD. (Texas)

• Academic

• Dept. Civil Engineering • University of the West Indies• St. Augustine• Phone: 868 645 3232 ext. 2504

• Email: [email protected]

• Consulting

• Earth Systems Engineering Limited

• 5B The Mews• 69-71 Cascade Road• Port of Spain • Trinidad West Indies• Phone 868 627 0980• Fax: 868 627 0981• Email: [email protected]