Puerto Moín

Expansion

Costa Rica

Six Pillars Coastal Engineering

Outline

• Project overview

• Team• Objectives• Feasibility

• Design

• Numerical modelling• Field data• Choices & methodology

• Conclusion

• Economic impact• Review• Video tour

Source: Maritime Information Services Ltd. (2011)

Project team

Robin

Malyon

Christian Viau

Frederic Dagenais

Matthew Mantle

Gabriel

Beauchesne-Sévigny

Luc Lendrum

Project support team

Seth Logan M.A.Sc. W.F. Baird & Associates

Coastal Engineers Ltd.

Coastal Engineering Consultant

Graham Frank P.Eng

W.F. Baird & Associates Coastal Engineers

Ltd.Coastal Engineering

Consultant

Dr. Ioan Nistor P.Eng

Hydrotechnical Consultant

Objectives

• Increase the capacity of Port Moìn, Costa Rica

• Design a breakwater to protect the newly expanded port

• Provide accommodations for Post-Panamax class container vessels

• Construct 1.5km of new wharf and expand existing channel

• Provide 50 hectares for container yard and facilities

Location of the project

Source: Google Earth (2013)

Panama Canal

Caribbean Sea

Pacific Ocean

Source: US Army Corps of Engineers (2011)

Current port layout

Source: Google Earth (2013)

Tourism 67%

Manufacturing25%

Agriculture7%

Other1%

Costa Rica's GDP

Project justification

• Costa Rica’s economic situation

Fresh fruits 70%Coffee

2%

Vegetables4%

Plants1%

Others23%

Port Moín exports

Source: Autoridad Portuaria del Caribe (2012)

• Increase in global middle class

• Globalization of the food industry

• Expansion of Panama Canal

Feasibility study - alternatives

Alternative 1 Alternative 2 Alternative 3

Preferred alternative

Cost33%

Safety33%

Env. Impact11%

Material Avail.6%

Traffic Efficiency17%

Alternative Cost Safety Env. impact Material avail. Traffic efficiencyFinal score

1 1st 3rd 1st 1st 3rd 2nd

2 2nd 2nd 2nd 1st 1st 3rd

3 3rd 1st 3rd 1st 2nd 1st

Criteria:

• Cost

• Safety

• Environmental impact

• Material availability

• Traffic efficiency

Alternative 3

Numerical modeling of wave hydrodynamics

• Spectral Wave module – MIKE21• Simulates growth, decay and transformation of waves• For analysis of wave climates in offshore and coastal areas

• Provides details of wave-harbour interaction• Fast simulation times allow for iterative design and optimization• Breakwater was modelled as land; a limitation of MIKE 21

Computational domain• Mesh generation and interpolation of available

bathymetric data

Statistical analysis

• Offshore wave and wind conditions

Wind climate

Wave climate

Model results of significant height conditions

For the 200 years storm event approaching from 60 degrees direction (nautical) with following offshore wave characteristics:

• Significant wave height: 5 m• Significant wave period : 12 s

Model results, breakwater location:• Significant wave height, Hs : 3.41 m• Wave period, T01 : 8.92s• Maximum wave height, Hmax : 6.25 m• Peak wave period, Tpeak : 12.21s

Model results - wave data

Modified and optimized port layout

Design modifications:

• Breakwater rotated counter-clockwise by 15º and straightened

• Southern wharf elongated to provide additional berth

Field data – Geotechnical• Deep silty sand layer

underlain by 3m of dense sand

• Bed rock (limestone) located at approximately 17m below seafloor

Soil layer Angle of

friction

(º)

Cohesion (c')

(kPa)

Unit Weight (γ‘)

(kN/m³)

Silty Sand 32 2 19.62

Dense Sand 40 0 22.60

Types of breakwater-wharf systems

Pile system type

• Rubble mound breakwaters with

piles

Composite type

• Horizontal composite breakwater

Source: Takahashi (1996)

Breakwater armouring – Options

Source: US Army Corps (2005) Source: Behance.net (2009)

Quarry stones Accropodes

Design calculations for breakwater with option 1 – Quarry stone

Typical rubble-mound breakwater cross section

Source: CEM (2011)

Source: CEM (2011)

Selection of allowable overtopping discharge

Source: Caitlin Pilkington (2007)

Freeboard

Source: CEM (2011)

van der Meer and Janssen (1995)

Rc = 4.75 m

Armour unit weight

Source: CEM (2011)

Hudson’s equation, (1984)

M50 = 7710 kg

Toe berm design

Source: CEM (2011)

Final design drawing – Quarry stone

Design calculations for breakwater with option 2 – Accropodes

Source: Concrete Layer Innovations (2012)

Source: Arthur de Graauw (2007)

M = 2400 kg

Final design drawing – Accropodes

Final design drawing – Breakwater head (Accropodes)

Final design drawing – Parapet wall

Potential failure modes – Rubble section

• CEM recommends using the following “performance function” :

G = Factored resistance – Factored loadings

Where “G” must be greater than 0 for stability

• Armour stability • G = 0.08

• Toe berm stability • G = 0.26

• Run-up • G = 0.02

• Scour for steady stream• G = 0.06 Sources: Caitlin Pilkington (2007), Baird (2010)

Potential failure modes – Caisson section

• Sliding• F.S.=4.91

• Overturning• F.S.=5.62

• Bearing• F.S=3.02

Source: Van De Meer (2007)

Slip surface analysis – GeoStudio

F.S (left slope) : 1.64 F.S (right slope) : 1.49

Economic analysis• 2010

• Port Moìn container traffic: 850 000 TEU• Total Port Moìn profits: 29 550 000 US$

• 2016 • Projected Port Moìn container traffic: 2 500 000 TEU• Projected Port Moìn profits: 87 000 000 US$ (an increase of almost

200% over a period of six years)

Sources: The Guardian UK (2010), Latin Infrastructure Quarterly (2011)

TEU = Twenty foot equivalent container unit

Cost analysis

Armouring Cost/ linear meter of

Breakwater

(US$)

Cost ofBreakwat

er

(M US$)

Cost of

dredging

(M US$)

Cost of add. port and harbour

facilities

(M US$)

Project cost

(M US$)

Return period(i=5%)

(years)

Quarry stone

250 300 216 81 739 1036 18.7

Accropode 208 300 180 81 739 1000 17.5

Conclusions

• SAFETY: The redesigned port will meet or exceed all safety criteria, providing safe harbour for years to come

• EFFICIENCY: The harbour has been optimized for the protection of traffic and the minimization of downtime

• PROFIT: The additional revenue will provide an acceptable return period, justifying the investment,.

Video

Acknowledgements• Dr. Ioan Nistor

• Baird & Associates

• DHI Water & Environment

• Faculty of Engineering, University of Ottawa

• Video music track: “Ave Maria”, composed by Franz Schubert (1825), performed by Daniel Perret (1995). All rights reserved.

Questions?

References• Administracion Portuaria. (2012). Panorama Portuario en Cifra 2011. Retrieved November 2012, from

Autoridad Portuaria del Caribe: http://www.japdeva.go.cr/adm_portuaria/Estadisticas.html#223

• Allen, R. T. (1998). Concrete in Coastal Structures. London UK: Thomas Telford.

• Allsop, N. W. (2005). International Conference on Coastlines, Structures and Breakwaters. Maritime Board of the Institutes of Civil Engineers. London UK.

• Autoridad Portuaria del Caribe. (2011). Panorama Portuario en Cifras 2011. Retrieved October 2, 2012, from TERMINAL DE MOÍN: http://www.japdeva.go.cr/adm_portuaria/estadisticas.html

• Bischof, B. (2008). Surface Currents in the Caribbean. Retrieved October 2012, from http://oceancurrents.rsmas.miami.edu/caribbean/caribbean_2.html

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References• Jordan, M. (1995). Tandem-40 Dockside Container Cranes and Thier impact on Terminals. Retrieved November 15, 2012,

from http://www.liftech.net/Publications/Cranes/Procurement%20and%20New%20Developement/Dockside%20Container%20Crane.pdf

• Jorgen Fredsoe, R. D. (1992). Mechanics of coastal sediment transport. Singapore: World Scientific Publishing Co. Pte. Ltd.

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• Kweon, H., I.H, K., & J.L., L. (2010). Rip Current Control Behind Steel-Type Multiple Breakwaters. Journal of Coastal Research , 1779-1783.

• Mangor, K. (2012, October 1). Detached Breakwaters. Retrieved from Coastal Wiki: http://www.coastalwiki.org/coastalwiki/Detached_breakwaters

• Marle, G. v. (2012, March 23). Port Technology International. Retrieved November 2012, from http://www.porttechnology.org/blogs/moin_deal_means_a_new_era_for_costa_ricas_farmers/

• Muttray, M., Reedijk, B., & M, K. (2003). Development of an Innovative Breakwater Armour Unit. Coasts and Ports Australasian Conference. New Zealand.

• Takahashi, S., (1996). Design of Vertical Breakwaters. Port and Airport Research Institute, Japan.

• Torum, A., & Sigurdarson, S. Guidlines for the Design and Construction of Berm Breakwaters. Proceedings of the International Conference, ICE, (pp. 373-377). United Kingdom .

• US Army Corps of Engineers. (2011). Coastal Engineering Manual. Washington DC.

• US Army Corps of Engineers. (1994). Numerical Model Study of Breakwaters at Grand Isle, Louisiana. Vicksburg: US Army Corps of Engineers.