M.Sc dissertation by Rebecca Bradley

OUTGROWTH DEVELOPMENT OF A GROWING LAND SYSTEM ARCHITECTURAL ASSOCIATION SCHOOL OF ARCHITECTURE EMERGENT TECHNOLOGY & DESIGN 2013-2014 MSC THESIS CAMILLE SAAD | REBECCA BRADLEY | NIKI VERGINI

ARCHITECTURAL ASSOCIATION SCHOOL OF ARCHITECTURE GRADUATE SCHOOL PROGRAMMES COVERSHEET FOR SUBMISSION 2013-14

PROGRAMME: Emergent Technologies and Design , MSc TERM: 2013-2014

STUDENT NAME(S): Camille Saad, Rebecca Bradley, Niki Vergini SUBMISSION TITLE: Outgrowth COURSE TITLE: Emergent Technologies and Design, MSc COURSE TUTOR: Michael Weinstock, George Jeronimidis, Evan Greenberg and Mehran Gharleghi

SUBMISSION DATE: 19/09/2014

DECLARATION: “I certify that this piece of work is entirely my/our own and that any quotation or paraphrase from the published or unpublished work of others is duly acknowledged.” Signature of Student(s):

Date: 19/09/2014

OUTGROWTH

CAMILLE SAAD Camille leadership

REBECCA BRADLEY

demonstrated skills

NIKI VERGINI

strong Rebecca is a strong advisor and Niki spent a considerable amount of

throughout

the critical thinker when it came time to time guiding other team members

project, in multiple project areas as step back and analyze the project. on specific tasks of the project, the main architectural designer. He She worked as the graphic designer concerning her area of expertise, as gave critical feedback and developed and editor of the group and had an a researcher and structural analyst in the project through careful methods eye for the small details. She moved this particular project. She used her and analysis. He demonstrated great the project foward and kept the team rendering skills as the 3D visualizer skills in CFD and pushed the project in focused on the end product through and constantly pushed the team to a direction that would be informed by conceptual ideas and questions of develop and connect the research and data.

where the project is and could go.

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project

back to the original goal at hand.

CONTENTS ACKNOWLEDGMENTS ABSTRACT INTRODUCTION 1.0

DOMAIN

1.1

NEED FOR A SYSTEM

1.2

URBAN SCALE

1.3

ENGINEERING SCALE

1.4

ENGINEERING TECHNIQUES

1.5

SEDIMENTATION PRINCIPLES

1.6

GEOMETRIES

1.7

CASE STUDY SITE

1.8

CONCLUSION

1.9

REFERENCES

2.0

METHODS

2.1

DESIGN STAGES

2.2

COLUMN FORMATION METHOD

2.3

DISTRIBUTION BOUNDARY FORMATION METHOD

2.4

CIRCLE PACKING METHOD

2.5

CONCLUSION

3.0

RESEARCH DEVELOPMENT

3.1

GEOMETRICAL EXPLORATION

3.2

GEOMETRICAL DEVELOPMENT

3.3

COLUMN FORMATION

3.4

CONSTRUCTION

3.5

CONCLUSION

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4.0

DESIGN DEVELOPMENT

4.1

GROWTH STRATEGY

4.2

DISTRIBUTION STRATEGY

4.3

DISTRIBUTION BOUNDARY FORMATION

4.4

COLUMN DISTRIBUTATION

4.5

CONCLUSION

5.0

DESIGN PROPOSAL

5.1

CONNECTING TO BEIRUT

5.2

URBAN STRATEGY

5.3

MARINE FARMING

5.4

CONCLUSION

6.0

EVALUATION

6.1

FUTURE DEVELOPMENTS

6.2

PROJECT EVALUATIONS

6.3

JURY COMMENTS

6.4

CONCLUSION CONCLUSION APPENDIX

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ACKNOWLEDGMENTS We express, with great gratitude, to all contributors to this research. We give a great thanks to our families and friends for their constant support and help throughout this postgraduate course. In addition, we would also like to thank the EmTech Faculty: Michael Weinstock, George Jeronimidis, Evan Greenberg and Mehran Gharleghi for their guidance and consistent feedback.

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ABSTRACT Keywords: Coastal Zones, Coastal Erosion, Coastal Management, Land Reclamation, Geo-technical Organization, Material System Aggregation, Urban Extension, Ecological Infrastructure The increasing rate of urbanization, together with the concentration of population on the coastline, and in addition to river deltas and estuaries, have created populated lands that harmed the local ecosystem and placed millions of people worldwide under the risk of floods and land displacement. Flood barriers are a globally adopted solution for coastal flooding, except that they cause harm to the local ecosystem and they risk to sink into the sea once pressure is applied upon them. This research is to develop a system that combines multiple strategies for flood defense and for ecological growth, under a comprehensive arrangement that grows with time, in order to optimize the land reclamation system, which eventually can reduce the vulnerability of low-lying delta areas and ensure positive impact on the ecosystem. Η αύξηση του ποσοστού της αστικοποίησης, σε συνδυασμό με τη συγκέντρωση του πληθυσμού κοντά στις ακτές, τα δέλτα των ποταμών και τις εκβολές τους, έχουν δημιουργήσει κατοικημένες εκτάσεις, που όχι μόνο εχουν βλάψει το τοπικό οικοσύστημα, αλλά, επιπλέον, έχουν θέσει σε κίνδυνο εκατομμύρια ανθρώπους σε όλο τον κόσμο από τις πλημμύρες και την μετατόπιση του εδάφους. Τα αντιπλημμυρικά φράγματα είναι μια γενική λύση στη διαχείριση των παράκτιων πλημμυρών, ωστόσο, υπό συνθήκες πίεσης βυθίζονται στην θάλασσα και έχουν ως συνέπεια την καταστροφή του τοπικού οικοσυστήματος. Στόχος αυτής της έρευνας είναι η ανάπτυξη ενός συστήματος που συνδυάζει πολλαπλές στρατηγικές αντιπλημμυρικής προστασίας και οικολογική ανάπτυξη σε ένα καθολικό οργανισμό, ο οποίος εξαπλώνεται με το πέρας του χρόνου και μπορεί να μειώσει την ευπάθεια των παράκτιων περιοχών, έχοντας παράλληλα ένα θετικό αντίκτυπο.

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INTRODUCTION The first known land reclamation strategies were used for the conversion of beaches to salt fields in 206BC in the Hong Kong region. Since then, land reclamation strategies have evolved to creating land from the sea, starting with Beemster Polder, Netherlands in 1612, which has then sprawled into the Netherlands using land reclamation techniques to create a defense from flooding. Land reclamations methods has been used in east Asia, as means to expand built projects into the sea, like the Japanâ&#x20AC;&#x2122;s Kansai International Airport in 1994 for instance. Coastal zones are ecologically and economically vulnerable regions as they are high-risk areas threatened by storms, land subsidence, sea level rise and saltwater intrusion coupled with rapid urban growth, increasing population density, expansion of major industries, and extensive exploitation of marine resources. The increasing rate of urbanization coupled with the concentrated population near the coastline, river deltas and estuaries have created populated land that have both harmed the local ecosystem and placed millions of people worldwide in danger of flooding. Flood defense barriers is a globally used solution for managing coastal flooding, however, it is harming the local ecosystem and has settlement problems. This research aim to develop a system that combines multiple strategies of flood defense, land reclamation, ecological growth, and the distribution of low-density housing into a global organization. In other words, our Aim is to create an alternative to the traditional land reclamation methods with Beirut as our testing site. Creating an offshore extension that accounts for the space needed by its completion date and that grows over time would be a more responsible solution in terms of ecological preservation & extension capacity. Unlike traditional land reclamation methods, our goal is to develop a self - growing land system. This outgrowth would be differentiated according to the required growth at localized areas. The porosity and outline of this expansion will be determined by the needs of the city for different time spans.

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1.0 DOMAIN With the sea level rising world wide, coastal cities have Unlike the traditional land reclamation techniques, the taken new measures to begin to defend their homes goal is to develop an aggregated structure that answers against the sea.

the rising water constraints / flooding, coastal erosion, and the revival of a current dead marine ecology. This

Different strategies have been used around the world to annex is structured and locally differentiated according to defend against sea rise and flooding. Strategies include the immediate urban extension it grounds as well as the the urban scale of the Netherlands and Venice to more functions it inhabits. The porosity and outline of this add engineering scales that exist across shorelines of the UK on will be determined by the needs of the city, the stratand Asia.

egy of connection, the topography of the city and the progressive rising level of water. Taking urban examples

The aim of this research is to develop an â&#x20AC;&#x2DC;intelligentâ&#x20AC;&#x2122; land from cities such as Venice, a city who has adapting buildmass that grows over time through sedimentation and ing construction practices on water, and combining them accretion.

The strategy is to develop an aggregation with architectural flooding solutions, such as the Nether-

system that has the ability to ground an urban extension of lands an urban fabric will be developed and shaped. The a coastal city restrained by the shore line. The case study material and geometrical arrangement of the aggregated site analyzed for this research is Beirut. Beirut is a site that structure will be evaluated based upon studies taken is constrained by both land and sea, and therefore been from existing wave-breakers, artificial reefs, and land recgrowing exponentially within a metropolitan area. The city lamation methods. is in need of land and unlike densification which results in unhealthy living environments and little to no public spaces, In conclusion, the research carried out combines both an creating land in the sea offers an alternative solution.

urban, engineering, and architectural scale as functions and their deliverance are explored. It is the combination of these different fields that will make this dissertation successful.

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1.1 NEED FOR A SYSTEM

OVERVIEW The global sea level is estimated to rise from 0.18 m. to 0.59 m. by

the increasment in shipping traffic. Given the rapid growth of

the end of the twenty-first century, because of the phenomenon of

coastal urbanization during the following decades, this means that

the threatening of sea-level rise is a common concern that should

global warming due to greenhouse effect .

be addressed in shoreline planning, in terms of the concept of Sea-level rise, especially where combined with local subsidence,

sustainable development.

consists a particular threat and may have serious effects on human societies in densely populated coastal cities and residential areas.

The environmental consequences expected from the rising sea

Coastal areas are experiencing a fast growth in population and a

level phenomenon fall in 4 main categories: (a) intensified flooding

rapid trend of urbanization. It is estimated that 10% of the worldâ&#x20AC;&#x2122;s

and submergence, (b) increased erosion of shorelines, (c) greater

population lives in low-lying coastal regions within 10 m. elevation

intrusion of saline waters into estuaries and coastal aquifers and

of sea level . Much of this population is shared in 17 of the worldâ&#x20AC;&#x2122;s

(d) drainage problems2.

30 largest cities, including Bombay, Shanghai, Jakarta, Bangkok, London and New York. The population of many of the above cities will continue to increase due to the economic globalization and

Fig.1

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OVERVIEW Appropriate policy and engineering responses may counteract or

of any hard and rock-armoured structures or by land reclamation

minimize such threatening impacts. Possible aims and attitudes

projects. Such structures aim at protecting the assets of the

include the following: (a) inaction, which implies no interference

shoreline from the attack of the sea, but, sometimes, they change

with nature, (b) accommodation, which means changing the

the coastal processes and the coastline geometry. This occurs as

way the land is used, (c) evacuation of the land as it becomes

a result of tidal volume reduction, changes of breaking angles and

submerged, (d) holding the coastline using hard engineering

modification of coastal sediment transport patterns.

structures or soft methods such as sediment replenishment, or (e) counterattack, which implies a combination of protection and 2

reclamation measures .

As a general rule, the concept of coastal development and management provides a good basis for an urban policy and sets up a program of action for a sustainable and safe environment.

The above measures could anticipate and minimize the forthcoming problems. However, in many cases, the phenomenon has been paradoxically boosted by the engineering of the waterfront by way

Fig.2 Global average surface temperature from 1850 to 2005.

Fig.4 Annual averages of global mean sea level.

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1.2 URBAN SCALE

THE LESSON OF VENICE The city of Venice provides a great example of a city apparently

water absorption so as to stop rising damp from seeping up into

built on water. Due to the specific planning and careful material

the buildings. After this layer of stone came brickwork clad and

choices, it is an engineering masterpiece that evolves over the

often marble facades - the strongest characteristic of most of the

centuries - from the early challenges of constructing a city on

magnificent buildings in Venice.1

water to the latest problems of saving a city from the rising global sea levels.

Flood defence methods - The MOSE Project The city is located on the northern part of the Adriatic Sea, and

The foundation and the construction of the city

consequently it is exposed to tides and rising sea levels. The threat

The city - about 200 square miles wide- was built in the early

of frequent flooding has been a pressing issue, as it is especially

1500’s A.D. on a collection of 117 low islands at the center of the

harmful to the buildings; saltwater reaches the porous brickwork

shallow Venetian Lagoon.

and erodes the walls and the marble.

The stabilization of the foundations was an intensive process

Research shows that Venice has begun to sink at an alarming

that involved months of planning. The uppermost layer consists

rate, as it has subsided a total of 15-16 cm since 1900. Just 3-4

of soft muddy sediments and slushy salt marshes (subsoil). The

cm are accounted for by natural subsidence, while 12 cm can be

construction material for these foundations - that were sunk deep

traced back to the pumping of ground water from aquifers below

into a bed of subsoil - was wood stakes from native alder trees.

the city. This sinking has been coupled with a 7-8 cm rise in global

Wood made an ideal foundation material. Despite the fact that

water levels, allowing for an overall change of 23 cm relative to

it is organic and therefore subject to decay, submerged wood

sea level.1

was not exposed to air, which resisted deterioration and rotting. Moreover, the organic nature of the wooden pilings provided a strong and flexible support that allowed the foundation to flow with the motion of the tides.1 Atop these wooden stakes, engineers used roped, horizontal rafts and created a large, stable, wooden platform of elm and larch - called “zatterone”. This was where where foundation walls of large stone blocks were built. These foundation blocks were made of a type of stone called Kirmenjak. Amongst its properties are the high strength to support large buildings and the extremely low

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Fig. 1 The pile foundation system

The proposed solution to the flooding problem is the MOSE

In addition to the floodgates, smaller-scale additions will protect

project; an ambitious plan, that was approved in 2003, in order

the city from flooding that is not enough to merit raising the

to prevent further damage and future floods. The plan consists of

floodgates. Some of these additions are breakwaters at the three

a series of 79 mobile floodgates which are distributed among the

inlets, small barriers to protect low-lying buildings, the dredging

three entrances to the lagoon (each metal floodgate measures 20

of some of the natural channels, the replanting of the marsh grass

meters wide, 20-30 meters high, and 4-5 meters thick) . During

on the lagoonâ&#x20AC;&#x2122;s mud banks.

normal tides, these floodgates lie flat on the sea floor in concrete beds, out of sight. However, if water levels were to rise above 100

Environmental Impact

cm, then the gates would fill with compressed air, causing them

Some studies claim that the MOSE project would block normal

to pivot upwards to a 60 degree angle and rise out of the water.

water currents, create pollution and adversely affect the wildlife of

These gates would effectively block water flow into the lagoon,

the Venice Lagoon3. However, marine biologists have found that

keeping the water level of the lagoon below that of the Adriatic

the breakwater barriers have encouraged the growth of coral reef

Sea, thus preventing flooding. They would remain up for about 4.5

with more than 150 different species of marine life living in it.4

hours, until the tides subside.

Fig 2.a Locations of the inlet barriers. Fig 2.b Overview of both local and lagoon barrier defenses.

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1.3 ENGINEERING SCALE

METHODS OF LAND RECLAMATION Land reclamation can be achieved with a number of different

development. Some 20% of land in the Tokyo Bay area has

methods. More specifically, with any process by which land can

been reclaimed and, also, Le Portier, Monaco and Gibraltar are

be substantially improved or made available for some use through

expanding due to land reclamation projects. In addition, the city

processes such as the treatment of derelict land, drainage of land

of Rio de Janeiro was largely built on reclaimed land, as was

temporarily waterlogged by seasonal flooding, and drainage of

Wellington, New Zealand.

lakes or shallow parts of the sea floor. The most simple method involves simply filling the area with large amounts of heavy rock

Artificial islands are, also, examples of land reclamation techniques.

and/or cement, then filling with clay and dirt until the desired height

It is often considered in places with high population density and

is reached. The process is called “infilling”. Draining of submerged

a scarcity of flat land. Kansai International Airport and Hong

wetlands is often used to reclaim land for agricultural use.

Kong International Airport are examples where this process was deemed necessary. The Palm Islands and The World in Dubai are

Land reclamation of the 19th century was undertaken mainly to

other examples of artificial islands, as well as the Flevopolder in

provide land for agriculture, while during the 20th century land

the Netherlands, which is the largest artificial island in the world.

reclamation was mainly for urbanization and industrial

Fig. 1,2 The process of land reclamation has increased Singapore’s land area by 25% since 1960. The definitive elements of today’s southern coastline are all constructed above infilled soil. Its land area is 704km2 today, and reclamation works are ongoing, with another 50km2 to be added by 2030.

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1.3 ENGINEERING SCALE LAND RECLAMATION TECHNIQUES

DESCRIPTION

INFILL - RAINBOWING

Reclamation uses mechanical means to enable large volumes of fill material to be transported at a low unit cost. The cost of transport of fill is a direct function of the distance of the borrow pits. For coastal sites, offshore dredging is a practical solution.

Fig. 3

RUBBLE BREAKWATER BREAKWATER ON ROCKY REEF 26

on the short term

on the long term

For distances greater than 2 km, dredges fill barges which discharge into a stockpile nearer to the shore and the fill is then dredged and transported from the stockpile to the fill site as in the first method.

depends of

- fill material - compaction

-base material

Occasionally, on-shore borrow pits allow the use of mechanical equipment, excavators, loaders and trucks to carry the fill from the borrow pit to the fill site.

Stone 2 is held in place between stones 1 and 3. Stone 4 is jammed between stones 3 and 5. This ensures that waves cannot pull one stone out, causing the upper stones to topple down the slope, breach the armour layer and expose the smaller rubble underneath. A recess cut into the reef and a solid wall built from jute bags filled with concrete and placed in position. An in situ capping should be poured all round the bags to form a smooth finished wall.

Fig. 5

settlement problem

Two techniques are currently applied. For borrow sites less than 2 km offshore, sand fill can be dredged from the sea bottom and flushed to the fill site by pipeline.

Rubble breakwater adapts itself very well to most conditions, especially to varying sea bed depths; it can also sustain some damage from storms without completely breaking up.

Fig. 4

PROBLEMS

A solid reinforced concrete wall can be an alternative. A compressor and an air-drill are needed on-site for drilling anchor holes into the reef at, say 0.5-m intervals. The reinforcement should then be cast into the drilled holes using a very dry mortar mix.

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buildings on piles

e.g. clay sediments

reclamation sites filled several years before development

NOT suitable for rocky reef. Any defects in the quality of the rock, in its grading (such as using rocks that are too small) or its placing (on a slope that is uneven or too steep) will seriously put the whole breakwater at risk. Hence great care must be taken when choosing and placing the stone for the main armour.

LAND RECLAMATION TECHNIQUES

DESCRIPTION Adding thousands of acres to the continent of Europe, the ice dam will serve as a breakwater to enable the engineers to construct a permanent inner dike of concrete, and then proceed to fill the inclosed space with earth sucked up by a dredge from the bottom of the sea outside the ice wall.

LIQUID AIR

Engineers will set about building the ice dam by erecting a pipe line out into the sea to carry liquid air, which will reduce the temperature of the pipes to approximately 180 degrees below zero. The sea water coming in contact with these pipes will congeal into ice, and the waves will then tend to form a solid ice wall - a breakwater for the inclosed area.

Fig. 6 2.penetration/ soil extraction

3.mixing at 4.retrival/slurry 5.completion the bottom injection/ to the mixing next column

DEEP CEMENT MIXING

1.position the machine machine

ROCK FILL TAMPER

Fig. 7

Engineers will then build a permanent concrete dike inside the ice wall, and by means of a suction dredge fill in the reclaimed area with earth sucked up from the bottom of the sea outside the wall. The Deep Cement Mixing method is based on chemical reactions between clay and chemical agent,which is usually ordinary Portland cement.This is done by machines with rotating blades for supplying the chemical agent in to the soil and for insitu mechanical mixing of the soil with the agent.The chemical agent absorbs the pore water and reacts with clay particles to form pozzolanic products. 1.Shaft penetrate in to the soft soil. 2.Cement slurry is mixed with soils 3.After reaching the founding level, the mixing shaft will be withdrawn. 4.Cement slurry & soft soil are mixed again for a more uniform mix. 5.A soil -cement column formed Giant tamper can compact in-situ materials for foundations of marine structures and thus minimize the expense of importing of high quality materials.

1. Temper On Flat Surface

2. Temper On Sloped Surface

3. Temper Leveling

Fig. 8

Both the foundation soil and the body of rubble and rip-rap mounds can be compacted and tamped into position, minimizing settlements and leading to greater underwater slope stability.

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1.3 ENGINEERING SCALE

LAND RECLAMATION PROJECTS Some of the most important large scale land reclamation projects

housing, commercial services, airport expansion), physical

are off the coasts of Japan. The main reasons for the continuously

infrastructure in the form of sewage treatment works and electricity

increasing landfill areas, beside the general land shortage and the

generating stations.

associated rapid increase in land prices, are its attractiveness as a location for industry, the relative environment-friendliness of such

On the other hand, the Tokyo Bay reclamation project created

micro-locations, and improvements in the transport infrastructure.

a lot of problems, such as a slowdown in the rate of the areaâ&#x20AC;&#x2122;s economic growth and the pollution of the water - caused by the

More specifically, between 1950 and the oil crisis of 1973, an

landfill used in some of the reclamation work. Moreover, during

estimated 110,000 hectares of new land was created around

strong earthquakes, the reclaimed land was losing its load-

Tokyo Bay. The process was necessary, as 75% of the landâ&#x20AC;&#x2122;s

bearing capacity and the low-lying ground was in danger because

surface is mountainous and unsuitable to build on it. After the land

of the possible tsunamis. Finally, the favourable morphological

reclamation, large areas of land created for new port installations,

conditions of the artificial new land raised the environmental

heavy industrial developments (eg. Oil refineries, steelworks,

concern that the lost mudflat habitat and its wildlife should be restored and the waterfront should return as a place of leisure and recreation rather than a development.

Fig. 9 A series of island forts constructed in Tokyo Bay to protect the city from sea attacks.

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Fig. 10 View of Odaiba Island, Tokyo Bay.

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PROBLEMS

LAND RECLAMATION PROJECTS & METHODS

KANSAI AIRPORT - JAPAN

The pre-construction survey showed that the weight of the reclamation sand would exceed the limit that the clay layers could support and generate a certain degree of settlement. However, the developers minimized the bad effects of the settlement (for instance warping in building structures) by artificially speed up the process. Various Measures against Unequal Settlement 1. Raft foundation: The concrete foundation directly constructed on the floor of the seabed so that the whole construction would settle equally irregardless of unequal settlement. 2. Compaction of the reclaimed layer

Fig. 11

3. Balance Established by Soil Removal: Sand under heavy buildings is removed in order to equalize the weight over the floor of the seabed. 4. Jack -up System: the system that jacks up each of the buildings. It includes installing iron plates in order to adjust and even up the surfaces that slope or lean because of unequal settlement.

Fig. 12 Fig. 13 Typical Section of Kansai Airport

Kansai Airport is an international airport located on an artificial island in the middle of Osaka Bay, Japan. It was constructed in order to resolve severe noise issues of Itami Airport - the regionâ&#x20AC;&#x2122;s former international airport. The construction started in 1987 and the airport opened in September 1994.

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Load settlement VS Time

Solution

PROBLEMS

LAND RECLAMATION PROJECTS & METHODS

PALM ISLAND - DUBAI

To protect the island they built a breakwater â&#x20AC;&#x153;zoneâ&#x20AC;? around it (3m. above sea level and 11.5 km. long). Heavy land base machines were putting 14000 cubic meters of rock in place per day. These rocks interlock with each other to bear with sea waves. The water inside the sea wall (break water) was not circulating resulting in dirty water being stored inside. They created specific openings at the sea wall so as to deal with the problem. The sand island must support an entire city on it, but sand is not an easy platform to build on. Because the sand was sprayed, it is loose and not compactable. Over the time the sand will compact naturally, but it will take time.

Fig. 14

There is also the problem of beach erosion. Normally, sea currents push the beach sand evenly. By building massive structure on shore line, currents will change its shape resulting in erosion and accretion in some areas. As a solution, developers used dredgers to suck up sand, where it had deposited, and pour it into the eroded areas.

Fig. 15

Fig. 16

The Palm Islands are an artificial archipelago (a chain or cluster of islands) in Dubai, United Arab Emirates and one of the major commercial and residential infrastructure projects. The construction started in August 2001 and completed in a decade.

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1.4 ENGINEERING TECHNIQUES

HARD ENGINEERING METHODS

HARD ENGINEERING vs SOFT ENGINEERING

Coastal structures are generally built at locations where shoreline

Hard engineering schemes tend to resist natural processes,

erosion causes serious problems. The decision of the type should

whereas soft engineering schemes emulate, harness or manipulate

be based on a thorough analysis of the shoreline developments in

natural processes. In practice, coastal defence schemes may

the past and estimated developments in the future - the physical

incorporate elements of both hard and soft engineering.

processes causing erosion should be properly identified. Structures put out in the sea to modify the transport processes Coastal structures can be divided into:

always involve acceleration and deceleration of water around the

• shore-parallel structures such as; seawalls, seadikes, revetments,

structure leading to scour and deposition. Generally, deposition

artificial headlands, detached breakwaters, artificial reefs, sea

occurs on one side (updrift) and erosion on the other side

bottom protections (armouring of the shore), and artificial islands

(downdrift). Often the erosion is solved by extending the structure

• shore-normal structures such as; short and long groynes, jetties,

along the erosive side in stead of solving the problem causing the

harbour breakwaters,

erosion (blocking effect). Sand bypassing offers a possibility to supply erosive (downdrift) coasts with new material.1

The most basic function of hard structures is to intercept and dissipate the energy of waves and currents and associated sand

Structures that inhibit the longshore transport, rise a constant

transport, to protect the shore against erosion, and to protect the

morphological response on three different time scales:

shore against sliding (bluffs, cliffs, dunes).

• initial stage; most of the longshore transport is blocked resulting in maximum beach accretion on updrift side and maximum erosion on downdrift side;

SOFT ENGINEERING METHODS

• intermediate stage; beach accretion slows down and bypassing

Soft engineering options are often less expensive than hard

of sediment increases gradually; lee-side erosion decreases;

engineering options. They are usually more long-term and

• equilibrium stage; beach planform stabilizes, bypassing is

sustainable, with less impact on the environment.

maximum and lee-side erosion is minimum.

There are two main types of soft engineering.

The time scale largely depends on the dimensions of the structure

1. Beach management; replaces beach or cliff material that has

and the magnitude of the net and gross longshore sand transport

been removed by erosion or longshore drift.

rates.

2. Managed retreat; Areas of the coast are allowed to erode and flood naturally (usually areas of low value).

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HARD ENGINEERING TECHNIQUES

DESCRIPTION

ROCK REVETMENTS

Revetments may be used to control erosion by armouring the dune face. They dissipate the energy of storm waves and prevent further recession of the backshore. Many materials may be used: wooden piles, loose-piled boulders or concrete shapes, or more solid banks.

GABION REVETMENTS

Fig. 1

Effectiveness: Good long-term protection. Can be extended or modified to allow for future shoreline change. Unlimited structure life. Beneﬁts: Low risk option for important backshore assets. Permeable face absorbs wave energy and encourages upper beach stability.

Tetrapods, a four-legged concrete structure, is used as armour unit on these breakwaters. The tetrapod’s shape is designed to dissipate the force of incoming waves by allowing water to flow around rather than against it, and to reduce displacement by allowing a random distribution of tetrapods to mutually interlock.

Problems: Strong landscape impact. Can alter dune system permanently as sand tends not to build up over the rocks if beach erosion continues.

Appropriate locations: 1. Sites suffering severe and ongoing erosion where important and extensive backshore assets are at risk. 2. Exposed frontages with extensive and high value backshore assets.

Beneﬁts: Useful solution where armour rock is considered inappropriate or too costly. Various forms available. Can be buried by sand and vegetation. Permeable face absorbs wave energy and encourages upper beach stability.

Effectiveness: Well placed gabions provide reasonable fixed defences, but have a limited life of 5-10 years due to deterioration of the baskets.

Problems: Limited life, leading to unsightly and hazardous wire baskets along beach and the release of non-indigenous cobbles to the beachs system. Wire affected by saltwater, vandalism and abrasion by trampling or gravel beach impacts.

Fig. 2 IMPERMEABLE REVETMENTS | SEA WALLS

ADVANTAGES | DISADVANTAGES

Effectiveness: Provides good medium term protection, but continued erosion will cause long term failure (30-50 year life expectancy). Beneﬁts: Fixed line of defences allowing development up to shoreline. Allows amenity facilities along backshore and easy access to beach. Problems: Continued erosion may cause undermining and structural failure. Complete disruption of natural beach-dune processes.

Fig. 3

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1.4 ENGINEERING TECHNIQUES DESCRIPTION

HARD ENGINEERING TECHNIQUES

Breakwaters, also called bulkheads, reduce the intensity of wave action in inshore waters and thereby reduce coastal erosion or provide safe harbourage. BREAKWATERS

Floating Breakwaters: they are commonly divided into four general categories: 1. Box 2. Pontoon 3. Mat 4. Tethered float Detached Breakwaters: a coast-parallel structure located inside or close to the surf-zone divided into three general categories: 1. Offshore breakwaters 2. Coastal breakwaters 3. Beach breakwaters Nearshore Breakwaters: they are segmented, shore parallel structures built along the upper beach at approximately high water mark. They are normally built of rock, but can be formed of concrete armour units.

Fig. 4

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ADVANTAGES | DISADVANTAGES Effectiveness: Floating breakwaters are very effective when their width is of order of half the wavelength and/or when their natural period of oscillation is much longer compared to the wave period. The dissipation of energy and relative calm water created in the lee of the breakwaters often encourage accretion of sediment. Problems: accretion of sediment (as per the design of the breakwater scheme). However this can lead to excessive salient build up, leading to tombolo formation reducing longshore drift shoreward of the breakwaters. This trapping of sediment can cause adverse effects down drift of the breakwaters leading to beach sediment starvation and increased erosion. This may then lead to further engineering protection being needed down drift of the breakwater d evelopment.

HARD ENGINEERING TECHNIQUES

GROYNES

DESCRIPTION

ADVANTAGES | DISADVANTAGES

A groyne is an active structure extending from shore into sea, most often perpendicularly or slightly obliquely to the shoreline. Catching and trapping of a part of sediment moving in a surf zone (mainly in a longshore direction), as well as reduction of the sediment amount transported seawards, are the principle functions of the groyne.

Effectiveness: Good on exposed shorelines with a natural shingle upper beach. Can also be useful in estuaries to deflect flows. Unlimited structure life for rock groynes.

Types of groynes In structural terms, one can distinguish between wooden groynes, sheet-pile groynes, concrete groynes and rubble-mound groynes made of concrete blocks or stones, as well as sand-filled bag groynes.

Problems: Disrupts natural processes and public access along upper beach. Likely to cause downdrift erosion if beach is not managed.

BeneďŹ ts: Encourages upper beach stability and reduces maintenance commitment for recycling or nourishment.

By construction method Groynes can be permeable, allowing the water to flow through at reduced velocities, or impermeable, blocking and deflecting the current. 1. Permeable groynes are large rocks,bamboo or timber 2. Impermeable groynes (solid groynes or rock armour groynes) are constructed using rock, gravel, gabions.

Fig. 5

OTHER TECHNIQUES

ARTIFICIAL REEFS

Artificial reefs are shore parallel rock mound structures set part way down the beach face. They may be long single structures or form a series of reefs extending for some distance alongshore. They are distinguished from Nearshore Breakwaters by being submerged for at least part of the tidal cycle, and are therefore less intrusive on the coastal landscape, have less impact on upper beach longshore processes and add a new intertidal habitat to sandy foreshores.

Fig. 6

BeneďŹ ts: Natural processes are only partly disrupted, allowing dunes to stabilise. Rocks create new intertidal habitat. Problems: May cause navigation hazard. Visually intrusive at low tide. Disrupt amenity use of beach.

Appropriate Locations: Exposed dunes of high ecological and landscape value. OUTGROWTH

1.5 SEDIMENTATION PRINCIPLES OVERVIEW The rocky material that is transported and deposited by rivers,

Sedimentation is correlated to the velocity of the currents and the

seas, glaciers, and the wind is called sediment. Clay, sand, and

particle size. If we reduce the velocity of the flow to 0.4 m/s sand

gravel are all types of sediment. Sediments build up to form

particles will settle. We focused on particles like sand or greater

features such as mud banks along rivers or dunes in deserts.

particles sizes, as smaller particles like silts and clays are harder

Sediments deposited on the seabed often build up over millions

to control because of their low settling velocity. By modulating

of years to form sedimentary rocks.

sedimentation, we plan to naturally reclaim land from the sea.

The laying down of sediments in water or on the ground is called deposition. Sediments are picked up by fast-flowing water, by strong, swirling winds, or by the ice in glaciers. Sediments are deposited when flowing water, wind, or glaciers cannot carry it any further â&#x20AC;&#x201C; for example, when the water or wind slows down or stops, or when the glacierâ&#x20AC;&#x2122;s ice melts. Fig. 5 Sediment transport & deposition on the seabed

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/ NASA 2009.

1.6 GEOMETRIES CORAL REEFS & ARTIFICIAL REEFS Coral reefs are the first line of defence to attenuate wave energy.

Artificial reefs are shore parallel rock mound structures. They may

They are small sandy islands - underwater structures made from

be long single structures or form a series of reefs extending for

calcium carbonate secreted by corals. They are growing into a

some distance alongshore.

large, strong structure that can provide shelter and a home for marine life. Sometimes they are urbanized (as in the case of

Like natural reefs, artificial reefs may respond to a variety of

the South Pacific Microstates such as Tuvalu and neighbouring

goals. They can provide shoreline erosion control and encourage

Kiribati) and they are also under threat from the projected sea-

deposition, as they dismiss part of the incident wave energy before

level rise1.

it reaches the coastline. Moreover, they increase the biological productivity of a zone and they improve the ecological stability by

Coral reefs are capable, because of their upward growth, to keep

protecting coral reefs and other ecosystems.

pace with a rising sea-level, but only in the case that they are healthy and not affected by the pollution of the coastal waters of their surroundings. Damaged or unhealthy reefs may not be able to produce enough carbonate limestone to follow the rate of sealevel rise and may drown.

Fig. 1 Aerial view of Tarawa, Kiribati, South PaciďŹ c. Scientists have been surprised by the findings, which show that some islands have increased in land area by almost one-third over the past 60 years2.

Fig. 2 Coral Reef Habitat. Coral reefs make up less than 0.1% of the Earthâ&#x20AC;&#x2122;s oceans and over 25% of all species of marine life can be found there.

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1.6 GEOMETRIES

WAVEBREAKERS The design of wavebreakers is meant to dissipate the currents

They are designed to remain stable under even the most extreme

kinetic energy, while allowing water to flow around them rather

weather and marine conditions, and when arranged together in

than against them and to reduce their dispacement by allowing a

lines or heaps, they create an interlocking, porous barrier that

random distribution of units that interlock.

dissipates furthermore the power of waves and currents. Below is a catalogue of existing wavebreaker geometries that interlock in different possible ways.

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GEOMETRICAL INVESTIGATION OF EXISTING WAVEBREAKER GEOMETRIES Catalogue 1

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1.6 GEOMETRIES GEOMETRICAL INVESTIGATION OF EXISTING WAVEBREAKER GEOMETRIES Catalogue 2

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TESTING EXISTING WAVEBREAKER GEOMETRIES

CONCLUSION

In these tests we are checking the range of impact of the

The current wavebreaker geometries reduced indeed the velocity

geometries on the currentâ&#x20AC;&#x2122;s velocity as it is is correlated to the

of currents. However, to fully understand the impact of any

sedimentation rate.

geometries on the currents velocity, we cannot rely on these complex geometries to extract the parameters responsible for reducing the velocities.

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1.6 GEOMETRIES

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1.7 CASE STUDY SITE

BEIRUT-OVERVIEW Beirut is the capital and largest city of Lebanon. It is a coastal city situated along the Eastern Mediterranean coast at 33.5째N and 35.5째E with a temperate to semi-arid climate. The coast is rather diverse, with rocky beaches, sandy shores and cliffs situated beside one another. Due to the major economic interest, the coastline has been modified in several places taking into account the numerous land reclamation projects and new installations.

Fig. 1

Fig. 2 Zones of Beirut

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1.7 CASE STUDY SITE

The total surface area of the city’s metropolitan area is 67 sq.km.

Because of its geographical constraints by both mountains and

and the population is slightly less than 2 million. Beirut is a dense

the sea, by 2100 the metropolitan area is estimated to reach

city with inflated vehicular network and limited public and green

a population of over half a million and by 2200 it will reach a

spaces. It has an unhealthy green space ratio of 0.8 sq.m. per

population of almost a million.

person and an annual population increase of 0.45%. As regards the environmental situation, Beirut has some major Only 1.8% of Beirut’s surface area is green, this would have to

problems: deforestation, ground erosion, and desertification; air

be multiplied by 22 to arrive at the WHO indicator. The city would

pollution (road traffic and incineration of industrial waste), and

have to be demolished by 41%, and be transformed into a park,

pollution of coastal waters due to maritime pollution.

in order to meet the World Health Indicator. The “greenest” Beirut has ever been was during the war, from 1982 to 1992. This is because a line divided the city - a no-man’s zone where fighting occurred - which was overgrown and created a green desert landscape.

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There are different strategies to accommodate an increase in

Reclaiming enough land to accommodate the growth of

population, such as desensitization, but most of which result in

Beirutâ&#x20AC;&#x2122;s population for 2200 immediately would have disastrous

a decrease of the green space ratio or healthy living. Another

consequences. However, creating an offshore extension that

strategy is reclaiming land from the sea. Beirut has been using

accounts for the space needed by 2050 and that grows over

landfills since early 1900s to extend into the sea through private

time would be a more responsible solution in terms of ecological

sectors, thus creating an unhealthy marine environment making

preservation & extension capacity.

Beirutâ&#x20AC;&#x2122;s coast a dead zone. Moreover, those landfills are neither large enough to accommodate Beirutâ&#x20AC;&#x2122;s increasing population or

Our Aim is to create an alternative to the traditional land reclamation

its declining public green space ratios. It is estimated that for the

methods with Beirut as our testing site.

city to reach a healthy standard, it must at least double in size immediately.

Fig. 3 Land Reclamation over the years in Beirut.

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1.7 CASE STUDY SITE

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FUTURE SEA RISE IMPACT Beirut is to flood an estimated 3.4-10 mm/yr till the year 2100.

In 2060, the reclaimed land for the Beirutâ&#x20AC;&#x2122;s international airport

After that the amount may double. However, Beirut is relatively

runway is the only area of Beirut at immediate risk of flooding.

safe, due to its elevation.

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1.7 CASE STUDY SITE

WIND ANALYSIS OF BEIRUT It is important for us the understand the wind patterns offshore

Most ocean currents are the result of winds that tend to blow in

of Beirut because wind has a effect on the sea currents. Wind

a given direction over considerable amounts of time. Likewise,

driven currents are, as the name implies, currents that are created

local currents, those peculiar to an area, will arise when the wind

by the force of the wind exerting stress on the sea surface. This

blows in one direction for some time. A wind-driven current does

stress causes the surface water to move and this movement is

not flow in exactly the same direction as the wind, but is deflected

transmitted to the underlying water to a depth that is dependent

by Earthâ&#x20AC;&#x2122;s rotation.

mainly on the strength and persistence of the wind.

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WAVE ANALYSIS OF BEIRUT

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1.7 CASE STUDY SITE

EROSION AND ACCRETION PRINCIPLES When a headland is being eroded, it will result in a rocky shoreline. Also, more powerful waves will deposit larger sediments, so some beaches will contain larger rocks. These rocks will be the closest to the water, because heavier sediments will be deposited first, for the wave will lose energy as they slow down. Beaches with just sand will have less powerful waves, therefore the largest sediment that will be deposited will be sand particles.

Fig. 5

Fig. 4

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SEA CURRENTS OFFSHORE BEIRUT

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1.7 CASE STUDY SITE FOCUSED SITE - JNAH

Fig. 6

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1.7 CASE STUDY SITE FOCUSED SITE - JNAH

Fig. 7

Fig. 8

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1.8 CONCLUSION

CONCLUSION Beirut is a city constrained between mountains and the shoreline. Over the years, Beirut compromised its public spaces and green areas to answer the need for space. Currently, Beirut is expanding into the sea using traditional land reclamation methods. However, these expansions are quite limited in scale and they have a negative impact on the local marine ecosystem. It is estimated that for the city to reach a healthy standard, it must at least double in size immediately. The aim of our project is to develop an ‘intelligent’ land reclamation system that has the ability to ground an urban extension. The land expansion we plan wouldn’t be a static one, rather it would grow with time to accommodate the city’s needs progressively and for a long period of time. Our extension would be an outgrowth of the city into the sea. It would grow with time to increase its exploitable surface area. This outgrowth would also play a primarily role in the safeguard of the local marine ecosystem. In order to better design and control the impact of our outgrowth, we looked at the different current land reclamation methods and instances. We understood the limitations and negative aspects of soft and hard engineering methods. We checked the risks and impact of flooding for coastal areas. We also looked at existing strategies to build artificial reefs to boost the marine ecosystem. Finally, we came across the organization of cities like Venice that are constrained by the sea; we studied their defense mechanisms and their strategies to survive in these conditions. The conclusions of these researches helped us materialize the context of designing an extension for Beirut. We chose to work with a natural mechanism for expanding into the sea. By controlling the velocity of the sea currents, we are able to control sedimentation and accretion. We can outgrow land. 58

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1.9 REFERENCES 1.1

THE NEED FOR A SYSTEM

REFERENCES [1] McLean, R.F. & Tsyban, Alla. “Coastal Zones and Marine Ecosystems”. Intergovernmental Panel on Climate Change (ipcc). Available: http://www.ipcc.ch/report/ar5/wg3/. April 7, 2014. [July 10, 2014] [2] Paskoff, Roland. “Climate change, human systems, and policy – Vol.II – Effects of sea-level rise on coastal cities and residential areas. Available: http://www.eolss.net/Sample-Chapters/C12/E1-04-04-03.pdf. [July 10,2014]

IMAGE REFERENCES FIG 1,2,3: FitzGerald, Duncan M. & Fenster, Michael S. & Argow, Britt A. & Buynevich, Ilya V.. “Coastal Impacts Due to Sea-Level Rise”. Avaiable: https://darchive.mblwhoilibrary.org/bitstream/handle/1912/2273/SEALEV~1.pdf?sequence=1 [July 12, 2014]

GENERAL -Ritter, Karl. (June, 2013). “Beyond NYC: Other places adapting to climate, too”. PhysOrg. Available: http://phys.org/news/2013-06nyc-climate.html. [July 12, 2014] -Kemper, Alison & Martin, Roger. (November 2013). “New York, London and Mumbai: major cities face risk from sea-level rises”. Guardian Sustainable Business Blog. Available: http://www.theguardian.com/sustainable-business/blog/major-cities-sea-level-rises. [July 12, 2014]

1.2

URBAN SCALE

REFERENCES [1] Piana, Mario. “Lights and shades of Venetian life”. Venice the Future. Available: http://www.venicethefuture.com/schede/ uk/338?aliusid=338 [July 2, 2014] [2] Barker, Don. “Saving Venice”. ArchitectureWeek. Available: http://www.architectureweek.com/2001/0815/building_1-2.html. August 15, 2001. [July 2, 2014] [3] Suro, Roberto. “Chastened by Floods, Venice Seeks Alliance with Nature.” New York Times. Available: http://www.nytimes. com/1988/07/03/weekinreview/ideas-and-trends-chastened-by-floods-venice-seeks-alliance-with-nature.html?module=Search&mabReward=relbias%3Aw. Jul. 3, 1988. [July 9, 2014]. [4] M. Moore “Venice Flood Barrier Blossoms Into Coral Reef.” Telegraph. Available: http://www.telegraph.co.uk/earth/earthnews/3338147/Venice-flood-barrier-blossoms-into-coral-reef.html. 4, 2008. [July 9, 2014].

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IMAGE REFERENCES FIG 1: http://www.venicethefuture.com/schede/uk/338?aliusid=338 FIG 2.a: http://www.architectureweek.com/cgi-bin/awimage?dir=2001/0815&article=building_1-3.html&image=11507_image_2.jpg FIG 2.b: http://www.architectureweek.com/cgi-bin/awimage?dir=2001/0815&article=building_1-3.html&image=11507_image_2.jpg

1.3

ENGINEERING SCALE

IMAGE REFERENCES FIG 1: http://www.noel-murphy.com/rotch/category/land-reclamation/page/2/ FIG 2: http://www.wildsingapore.com/wildfacts/concepts/loss.htm FIG 3: http://www.nzdl.org/gsdlmod?e=d-00000-00---off-0cdl--00-0----0-10-0---0---0direct-10---4-------0-1l--11-en-50---20about---00-0-1-00-0-0-11-1-0utfZz-8-00&cl=CL4.164&d=HASH4ea1eceaacd252591bdaf1.6&gt=1 FIG 4,5,7,8: http://www.fao.org/docrep/v5270e/v5270e03.htm FIG 6: http://blog.modernmechanix.com/liquid-air-to-reclaim-land-from-north-sea/ FIG 9,10: http://japanpropertycentral.com/real-estate-faq/reclaimed-land-in-japan/ FIG 11: https://publicwiki.deltares.nl/display/BWN/Case+-+Kansai+International+Airport+2nd+runway+-+PDF FIG 12: http://www.kiac.co.jp/en/tech/safety/index.htm FIG 15: http://www.kiac.co.jp/en/tech/sink/sink3/index.html FIG 14,15,16: http://engineeringchallenges.blogspot.co.uk/2011/09/palm-island.html

GENERAL -Rutz K. “ Artificial Islands versus Natural Reefs: The Environmental Cost of Development in Dubai”. International Journal of Islamic Architecture. Vol. 1. No. 2. Pp. 243–267. 2012 -Kappes H., Clausius A., Topp W. “Historical Small-Scale Surface Structures as a Model for Post-Mining Land Reclamation”. Restoration Ecology. Vol. 20. No. 3. Pp. 322–330. 2012 -Belic S, Rajkovic M. ‘‘Conditions that land reclamation must ensure, sustainable agriculture”. Studia Universitatis “Vasile Goldis”, Seria stiinsele Vietii. Vol. 20. No. 2. 2010. Pp. 55-59 -McComas, Murray R. “Geology and Land Reclamation”. Ohio Journal of Science. Volume 72. No. 2. 1972 -Abdulaziz M., Hurtado J., Aldouri R. “Application of multitemporal Landsat data to monitor land cover changes in the Eastern Nile Delta region, Egypt”. International Journal of Remote Sensing. Vol. 30. No. 11. 2009

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1.4

ENGINEERING TECHNIQUES

REFERENCES [1] Van Rijn, Leo C.. (March 2013). “Design of hard coastal structures against erosion”. Available: http://www.leovanrijn-sediment. com/. [July 12.2014]

IMAGE REFERENCES FIG 1: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.14.shtml FIG 2: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.8.shtml FIG 3: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.16.shtml FIG 4: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.11.shtml FIG 5: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.12.shtml FIG 6: http://www.snh.org.uk/publications/on-line/heritagemanagement/erosion/appendix_1.10.shtml

GENERAL -Nicholas R. & McNamara, Dylan E. & Murray, A. Brad. “Long-Term, Large-Scale Morphodynamic Effects of Artificial Dune Construction along a Barrier Island Coastline”. Journal of Coastal Research. Vol. 27. No. 5. September 2011. Pp. 918–930 -Holmes, Patrick. (2001). A course in coastal defence systems I, Chapter 10: Coastal and offshore Structures. Exeter: 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. St. Lucia, West Indies -McInnes, K. L. & Walsh, K. J. E. & Hubbert, G. D. & Beer, T.. “Impact of Sea-level Rise and Storm Surges on a Coastal Community”. Available: http://nome.colorado.edu/HARC/abstract/2003_30_xx.mcinnes_et_al.pdf. September 24,2001. [July 10,2014] -Lees, George. “Coastal erosion and defence II. Coastal erosion and coastal cells”. Scottish Natural Heritage. Available: http://www. snh.org.uk/publications/on-line/advisorynotes/72/72.html. February, 1997. [July 12, 2014] -National Institute of Coastal and Marine Management of the Netherlands. “A guide to coastal erosion management practices in Europe: lessons learned”, Directorate General Environment European Commission. Eurosion. January, 2004.

1.5

SEDIMENTATION PRINCIPLES

GENERAL -Papanicolaou, A. N., Elhakeem, M., Krallis, G., Prakash, S., and Edinger, J. “Sediment transport modeling review- Current and future developments.” Journal of Hydraulic Engineering, Vol. 134. No. 1. Pp. 1-14. 2008

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-Graf, W. H. Hydraulics of sediment transport, McGraw-Hill, New York. 1971. -Graaff, J. “Large-scale dune erosion tests to study the influence of wave periods.” Coastal Engineering. Vol. 55. No. 12. Pp. 10411051. 2008

1.6

GEOMETRIES

REFERENCES [1] Koshy, Kanayathu & Mataki, Melchior & Lal, Murari. “Sustainable development – a pacific islands respective”, Report. 2005. [2] Chapman P. “Pacific islands ‘growing not shrinking’ due to climate change”. The Telegraph. Available: http://www.telegraph. co.uk/news/worldnews/australiaandthepacific/tuvalu/7799503/Pacific-islands-growing-not-shrinking-due-to-climate-change.html. June, 2010. [July 15, 2014]

IMAGE REFERENCES FIG 1: http://www.telegraph.co.uk/news/worldnews/australiaandthepacific/tuvalu/7799503/Pacific-islands-growing-not-shrinkingdue-to-climate-change.html FIG 2: http://beautifulnatureblog.blogspot.co.uk/2013/07/coral-reef-habitats.html

1.7

CASE STUDY SITE

IMAGE REFERENCES FIG 1: http://commons.wikimedia.org/wiki/Atlas_of_Lebanon FIG 4: Leo C. van Rijn. “Design of hard coastal structures against erosion”, March 2013. FIG 5: Data from Beirut Municipality FIG 6: http://spaceflight.nasa.gov/gallery/images/station/crew-16/hires/iss016e008436.jpg FIG 7: http://www.skyscrapercity.com/showthread.php?t=1157079&page=104 FIG 8: http://www.panoramio.com/photo/99998609

GENERAL -Samir M. SEIKALY, «Configuring Identity in the Modern Arab East», First Edition – American University of Beirut, Lebanon 2009 -Hala Abdelwahab Chmaitelly, “Urban floral diversity in the Eastern Mediterranean : Beirut Coastal Landscape”, AUB – Beirut Lebanon 2007 - “Lebanon State of the Environment Report”. Ministry of Environment/LEDO. Chapter 1. Population. Pp. 9-15

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2.0 METHODS The methods and techniques are the current state of the art in the profession and the researched domain. It consists of an exploration and description of the digital and physical techniques that were used in the investigation.

Their

effectiveness were analyzed and tested through a series of critical experiments before using them fully and calibrating them specifically for the project. This thesis contains a series of digital experiments along with a physical wave simulation test.

Through these

different methods and techniques a successful thesis was able to develop using informative data from their output.

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2.1 DESIGN STAGES

OVERVIEW

able to develop a comparable catalogue. The goal was to build

Each phase in the project used different methods and techniques

a relationship with velocity and thus sedimentation. Therefore

as outlined below that informed each step of the design. Each

the geometries were evaluated using two methods: digital and

method gave data and information that then influenced or were

physical techniques.

inputs into the next stage of design. In the digital testing a CFD analysis was used to collect quantitative RESEARCH DEVELOPMENT

data and to create a catalogue of information to compare the

In the research development different geometries were analyzed

different geometries. From this a hypothesis was able to be made

and critiqued with the goal of creating a relationship with velocity

outlining the sedimentation results for each geometry.

and sedimentation.

In order to produce different geometries

different methods were implemented.

Physical testing was used to compare with digital tests and quantify the sedimentation hypothesis.

This was to evaluate

The main method used to generate the different geometries was

the accuracy of the digital testing making for a more convincing

a genetic algorithm because many parameters were being used

proposal and dissertation.

and many different geometrical outcomes were needed to be

RESEARCH

Di g An ital al CF ys D is

DEVELOPMENT

Wave Breaker

Creation of Columns

Artifical Reefs

Genetic Algorithm to Generate Geometries

Land Reclamation

DOMAIN

Urban Solutions

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Physical Sedimentation Test

The next step was the spacing between the columns, of which The first part of the design development was how to distribute the

circle packing method was used. The goal was to create a spaces

geometries in plan which was to develop a boundary condition.

between the columns at a set distance that would equally be

The boundary formation was formed using a genetic algorithm

distributed throughout each of the boundary conditions.

method due to its multiple parameters. The goal was to generate a boundary that has a relationship with the current flow to decrease

Each phase of the design required a different strategy when it

the velocity so that the columns would be placed in a form that

came to the spacing of the geometries. A methodology was

would have the greatest impact.

needed that allowed for a controlled design at each phase of the design.

First to test the validation of this method for the dissertation was to test which CFD to use: high resolution vs low resolution. After

Different methods were looked at when exploring how to place

comparing the basic shape in a low resolution CFD analysis versus

the columns, however, circle packing allowed for quick flexibility

high resolution it was then implemented into an octopus script

when needed and was able to change at each point in the stage.

with the main parameter of the flow vectors with a set boundary

Each of these methods are further discussed in this chapter.

shape in mind.

Timeline Development

Network Design

DESIGN DESIGN

Circle Packing Organization Method

PROPOSAL

DEVELOPMENT

Genetic Algorithm to Generate Boundary

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2.2 COLUMN FORMATION METHOD

DIGITAL TESTING The goal of generating the different geometries was to develop a relationship between the shapes and the flow velocity. In order to do that different parameters and criteria were defined before going forward with selecting the methodology of using a genetic algorithm. MULTIPLE PARAMETERS To generate different geometries there were multiple parameters

Analyzed Geometry in WinAir. Ecotect

and therefore it was necessary to use a multi-optimization solver such as Octopus. The different parameters used as inputs into Octopus are:

Import Vectors into Octopus as a Parameter In addition to others

CONCLUSION The goal was to produce many different geometries based upon a set of different parameters so that they could be compared and analyzed further. Using this method numerous geometries were produced and able to be formed in order to produce a critical catalogue. 68

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Produce Geometries

Produced geometry from the Octopus script

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2.2 COLUMN FORMATION METHOD

PHYSICAL TESTING

3D PRINTING

The goal of the physical test was to quantify that of the digital CFD

Because of the complex shape and nature of each geometry it

test by developing a relationship between the different geometries

was difficult to build physical models. Therefore, 3D printing was

and a constant flow.

used in order to get a clean and precise representation of each geometry.

To build a sedimentation tank, images and videos were taken from the documented work from the Florida Tech [1] by the Masters

The downfall to 3D printing was the stability of each model. Some

Ocean Engineering Student Jeff Coogan and Dr Robert Weaver.

of the geometries were quite fragile and had the possbility of

By looking at this wave tank, a plan for how to develop a physical

cracking and breaking under water pressure. In some instances

tank at a smaller scale was implemented.

this did happen, luckily, it only happened along the corners and edges of the block.

The image below is an image of the tank used by Florida Tech in their experiments for the engineering students and the tank that was recreated for this thesis to move foward in developing a relationship between sedimentation and the geometries.

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BUILDING The assemblage of the model involved

THE TEST RUN laser cutting three

Each cycle lasted for 2 hours and was documented with a ruler

plexi glass containers to hold the water and allow for constant

on both sides of the container. There were three tanks total: a

documentation and visualization. (See Laser cut in Appendix)

tank in which that held the geometry and the sedimentation was held, a tank that pumped the water (the input), and a tank

In addition several pumps were tested in the process ranging

that collected and recycled (the output). In this way the system

from 5000 to 10000l/h. The 10000l/h was decided upon because

continuously flowed water through the tank and sediments were

of its power and ability to move sediments the fastest without

able to continuously past through each of the geometries.

destroying the 3D printed geometries. The drawback of the test was accuracy. It was difficult to take Different types of sands and particles were tested as well to see

exact data from the test and analyze the results into computational

what would move the fastest and the most effective through the

data, however, it did give relative results that was able to support

printed geometries. It was decided a fine sand worked best. (As

the digital CFD tests that were done.

seen in the finished model picture below).

F ni Fi Finish nish sh h built bui uilt lt physical phy hysi sica call model m de mo d l with with 3D 3D print prrin nt off geometry geo ome metr tryy for tr for sedimentation sedi se dime ment ntattio on testing

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Time: 000.00

Time: 040.00

To further document the physical sedimentation test we took a timelapse video of the full two hour test. The series of photographs is quarterly segments of one such test.

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Time: 080.00

Time: 120.00

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2.3 DISTRIBUTION BOUNDARY FORMATION METHOD

METHOD COMPARISON | DIGITAL

CONCLUSION

Two strategies were discussed to go forward with the development

After testing both strategies, the results on the low resolution was

for the boundary of the form in addition to two criteria for the

more desirable due to the fact the outcome was documented in

boundary condition - surface area and flow vector.

averages. The high resolution, even though more accurate, took account of live motion so results varied as time continued.

The first strategy is: High resolution CFD and change geometry Therefore, we were able to import a lower resolution vectors into a

after each test until a optimal geometry is achieved.

multi optimization solvent in order to find a suitable solution. The second strategy is: Low Resolution CFD and allow a multi fitness optimizer to find the boundary form.

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MULTI-PARAMETER OPTIMIZATION

CONCLUSION

To test the method of using octopus to generate the shape for

With the single parameter given, the grasshopper script was able

a boundary condition, a basic shoreline shape was used first

to produce a shape that was in-line with the desired predictions

with a single parameter: to minimize vectors. Based upon the

therefore it gave the opportunity to move forward with a more

research from the domain, the optimum shape would be a V

complex shoreline and introduce further parameters such as a

shape to minimize flow vectors. Therefore, the goal was to see

boolean for maximum and minimum area and the production of

if a V shape would appear through generations to minimize flow

bays and other coveted qualities.

vectors between the shape and the shore line before running the script with additional parameters.

Site with Point Cloud to build boundary on

Vectors imported from WinAir, Ecotect

Octopus Ran

Gen. 050

Gen. 100

Gen. 200

Generations Produced

Eight Different Parameters Involved in the final Grasshopper Script

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2.4 CIRCLE PACKING METHOD

OVERVIEW

minimum data and time. Cellular packing allowed for all of these

There are different techniques to go about organizing columns in

inputs to be taken into account with full design control.

plan. One of the techniques was to ‘place and test’ the outcome and then ‘place and test’ the outcome and repeat. This trial and

Velocity was one of the parameters and the circle packing reflected

error approach would have been time consuming and may not

the velocity in either the spacing of the radii of the circles (as seen

have given the results needed.

in Phase II and III of the design stages) or in what columns will be

Another method would have

been cellular automation which would have taken in account the

eliminated (as seen in Phase I and in the diagrams below).

different parameters and the velocity. However, due to the large amount of data that needs to be input into the Python script the

In Phase II and III the radii of the circle reflect the speed of the

output configurations become uncompromisable.

velocity such that the greater the velocity the decrease in spacing between the circles. In Phase I, where the velocity reaches zero,

Cellular packing allowed for different inputs to be taken into

columns were eliminated. The midpoint of each circle represented

account when organizing and distributing the columns in plan with

the placement of a column.

0 Velocity (m/s)

Equal Radii Cell Packing for Phase I

CFD Analysis of Boundary

Note where Velocity = 0 to eliminate those columns

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Eliminate Columns

CONCLUSION With the number of parameters given with the catalogue of columns to use and the different spacing within each Phase of design it was important to use a method that gave the flexibility to manipulate design easily without hindering the results. Cellular packing gave results that, as designers, could be relied on and the code could be changed accordingly and easily if needed or if certain design strategies changed along the wa

Center Point of each circle represents the placement of a column. Each colour represents a different column from the four columns as will be discussed in the later chapters.

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2.5 CONCLUSION

CONCLUSION How can geometry be used to effect velocity in such a way that it causes sedimentation and thus creates land mass over time? Different techniques have been outlined in the section ranging from physical to digital methodologies. Through these techniques and methods one will be able to develop a solid argument for how to proceed. There are now definitive statement of the parameters defined that control and limit the work and its contribution to the field and the means by which it will be measured. Each methodology and technique has its constraints and its gains as defined. It is important that each test ran, its drawbacks are taken into account and documented accordingly.

As the dissertation continues

through the book each method is carefully implemented and documented for further use.

REFERENCES [1] Dean, RG. â&#x20AC;&#x153;Heuristic Models of Sand Transport in the Surf Zone,â&#x20AC;? First Australian Conference on Coastal Engineering, 1973: Engineering Dynamics of the Coastal Zone. Sydney, N.S.W.: Institution of Engineers, Australia, 1973: [215]-[221].

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3.0 RESEARCH DEVELOPMENT From studying the existing geometries of wave-breakers and artificial reefs from the domain, the research developed into an exploration of discovering the relationship between geometries, sedimentation, and current flow. From looking at first simple geometries to understand the relationships that do exist into organizing a more complex geometrical system, each with a specific ranking and attribute according to certain criteria. The aim is through developing a series of geometries to organize a differentiated system that has the ability to permit a good water recirculation, to promote current deflections and to provide a natural habitat and marine colonization. In this way, the geometries act as a foundation, a structural unit for formation of a higher global system for creating land and an urban structure in a larger timescale.

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3.1 GEOMETRICAL EXPLORATION

SIMPLE GEOMETRIES OVERVIEW Based upon the studies within the domain of artificial reefs, wavebreakers, and other complex geometries currently existing, this study begins with an exploration of basic geometries. Through investigating basic shapes, one can begin to understand their different impact on water currents and begin to develop a relationship between the geometrical shapes as the project moves forward. CFD DIGITAL ANALYSIS The CFD analysis created a relationship between the flow of velocity and the geometry. By checking the range of impact each of the geometries had on the currant’s velocity one could begin to set up a correlation to the sedimentation rate. The consistent deposition of transported sediments within and around the whole structure is increased by the differently inclined facets on the external and internal surfaces of the units. This shape facilitates localized micro-currents and create continuous circular currents which releases energy upwards within each element. The constant circulation and exchange of water allows the inflow of nutrients and permanent occupation by flora and fauna. CONCLUSION After comparing the results of angular geometries against curves geometries, it was realized that angular forms reduced the velocities on a longer span rather than the curved ones. This would mean that angular geometries would be the necessary geometries to move forward in this project. It was also shown that geometries with faces perpendicular to the flow proved to be less effective. Doubling the width of the aggregation also doesn’t double its range of impact which means it doesn’t matter the size of the aggregation, the impact will not be correlated.

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GEOMETRIES

TOP VIEW inlet: 2 m/s

outlet: 0 Pa

Test 2.1

2.0 1.9

50 * 10 m

L = 397 m

1.8

L = 537 m

Test 2.2 100 * 10 m

MAX

1.7 1.6

Test 3.1

L = 165 m

50 * 10 m

1.5 1.4

Test 3.2

L = 331 m

100 * 10 m

1.3

Test 4.1

1.2

50 * 10 m

L = 140 m

MIN

1.1

L = 232 m

Test 4.2 100 * 10 m

1.0 0.9

Test 5.1

L = 273 m

50 * 10 m

0.8

Test 5.2

0.7

100 * 10 m

L = 480 m

0.6

L = 262 m

Test 6.1 50 * 10 m

0.5

0.4

L = 473 m

Test 6.2 100 * 10 m

0.3

0.2

Test 7.1

L = 174 m

50 * 10 m

0.1

Test 7.2

100 * 10 m

L = 228 m

Simple Geometry Comparative Analysis

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRICAL AGGREGATIONS The aim was to use different geometries with the criteria of reducing the currantâ&#x20AC;&#x2122;s velocity. By reducing the currantâ&#x20AC;&#x2122;s velocity, sand and larger particles slow and create sedimentation. This begins an investigation into a relationship between geometry and velocity, and thus sedimentation. GENETIC ALGORITHM STRATEGY A GA was ran to create an array of angular geometries that required the least concrete volume, that maximized the area of exposure to the currents, that maximized the base area to reduce settlement in the ground and that maximized the void ration to create more ecological niches. Through this criteria many generations of different geometries were produced in order to be cataloged to be analyzed and tested against the goals of the project: to reduce velocity and to encourage marine growth and sedimentation. These geometries would then be tested through the methods of both the physical and digital tests to document and collect the data of each geometry and to create a detailed catalogue of each. CONCLUSION The result of running the GA is ten different aggregations consisting of monotonic geometries. This allows for a comparative analysis between the geometries so that they may be evaluated and ranked based upon the predefined criteria that would then allow them to be categorize for different functions. By doing this, it would give the possibility to have a differentiated system made up of different goals (reduce settlement, velocity, ecological encouragement, et cetera) based upon the functions of each geometry, thus, and creating either a more diverse or selective system.

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GEOMETRY 1

GEOMETRY 2

GEOMETRY 3

GEOMETRY 4

GEOMETRY 5

GEOMETRY 6

GEOMETRY 7

GEOMETRY 8

GEOMETRY 9

GEOMETRY 10 The ten different geometrical aggregations

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3.2 GEOMETRICAL DEVELOPMENT

CFD DIGITAL ANALYSIS

PHYSICAL ANALYSIS

A flow analysis was ran on the resulting geometries to quantify

The digital analysis were confronted with physical tests to confirm

their impact on the currantâ&#x20AC;&#x2122;s velocities using Autodesk Simulation

the different impact of the geometries on the current velocities

CFD. From these results a hypothesis was developed formulating

and sedimentation patterns. The geometries were placed under

the sedimentation pattern tied to each geometry creating the

a flow of 10 000 l/h and documented where sedimentation took

development of a ranking system in terms of outflow velocity.

place in plan view as seen diagrammed below in the example.

Ariel View of 3D print and how the sedimentation was documented

Sedimentation pattern hypothesis based off digital analysis

Section plan example of how the physical test was documented

Example of a plan of the sedimentation from a physical test

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Physical Sedimentation test was performed on each of the geometries

CONCLUSION The tests were conclusive and verified that different sedimentation patterns exist with different geometries. Each of the ten geometries resulted in different sedimentation, velocity, and current patterns when tested under both a physical and digital method. As a result,

functions can be represented by the different

geometries based upon the different collected data and their different levels of site, location or strategy of the program. This can further allow for an adaptable system from using any of these ten geometries by beginning to combine them, as seen in the next step. The documented geometries are in the pages that follow.

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY I

5.0

inlet: 5 m/s

outlet: 0 Pa

4.5

FLOW ANALYSIS

The geometry number one has the highest concrete volume of all geometries. It might

4.0

prove useful for wave

VELOCITY PLOT

breakers parts as it 6

will

currents

being dragged away.

resist

stronger

3.5

without 3.0

3 2 1

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

1.0

PHYSICAL SEDIMENTATION

physical analysis digital analysis

0-5.5

0.5

SECTION VIEW

CONCLUSION based upon the studies of the domain ... and the complex geometries... The exploration of basic geometries

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY II

5.0

inlet: 5 m/s

outlet: 0 Pa

4.5

FLOW ANALYSIS

Geometry number two has a strong impact on

velocity:

current’s it

the

4.0

second best geometry for

VELOCITY PLOT

the

decreasing

the

inflow’s

However

geometry is especially

velocity. this

important due to its

3.5

3.0

Testpattern 2 sedimentation

as we will explain for

column 1.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

2.5

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY III

5.0

inlet: 5 m/s

outlet: 0 Pa

FLOW ANALYSIS

Geometry three

4.5

number especially

interesting due to its sedimentation pattern

4.0

as we will explain for column 1. 3.5

VELOCITY PLOT

5 4

3.0

Test 3

3 2 1

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY IV

5.0

inlet: 5 m/s

outlet: 0 Pa

FLOW ANALYSIS

Geometry

4.5

number

four did not seem to achieve anything more than the other

4.0

geometries. We did not use this geometry 6

3.5

for Beirut.

VELOCITY PLOT

5 4

Test 4 3.0

3 2 1

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY V

5.0

inlet: 5 m/s

outlet: 0 Pa

4.5

FLOW ANALYSIS

Geometry number five is the geometry that has the most impact on the currents velocity. inlet: 5 m/s

outlet: 0 Pa

After

the

4.0

water

VELOCITY PLOT

passes through this 6

geometry, its velocity

reduced for a long distance

3.5

considerably behind. Test 5

3.0

The deceleration of 2

currents

reaches

record.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

2.5

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY VI

5.0

inlet: 5 m/s

outlet: 0 Pa

FLOW ANALYSIS

Geometry six

4.5

number the

most

porous one with the highest void ration. This

4.0

especially

VELOCITY PLOT

interesting to allow 6

light

and to create most

ecological niches as

penetration

it provides the larget

3.5

3.0

volume for shelter. 2

Test 6

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

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3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY VII

5.0

inlet: 5 m/s

outlet: 0 Pa

4.5

FLOW ANALYSIS

Geometry number seven has the largest base area. One of the main problems

building

4.0

on the sea bed is that

VELOCITY PLOT

the ground is unstable. 6

It will settle under the

load of the construction.

Maximizing

the

base

area

helps Test distribute 7 the load on a larger

3 2

3.5

3.0

surface thus reducing

settlement.

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

2.5

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0 DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

100

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101

3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY VIII

5.0

inlet: 5 m/s

outlet: 0 Pa

FLOW ANALYSIS

Geometry

eight has the lowest concrete terms

ratio. of

most

Test 8 material

consumption, the

VELOCITY PLOT

4.5

number

efficient.

This

particularly interesting

for

and

pattern explained for

column number 2.

geometry its

4.0

3.5

acceleration deceleration

3.0

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0 DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

102

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103

3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY IX

5.0

inlet: 5 m/s

outlet: 0 Pa

FLOW ANALYSIS

Geometry

4.5

number

nine did not seem to achieve anything

Test 9 more than the other

4.0

geometries. We did not use this geometry 6

3.5

for Beirut.

VELOCITY PLOT

5 4

3.0

3 2 1

2.5 0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

1.0

PHYSICAL SEDIMENTATION

physical analysis digital analysis

0-5.5

0.5

SECTION VIEW

CONCLUSION based upon the studies of the domain ... and the complex geometries... The exploration of basic geometries

104

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105

3.2 GEOMETRICAL DEVELOPMENT

GEOMETRY X

5.0

inlet: 5 m/s

outlet: 0 Pa

4.5

FLOW ANALYSIS

Geometry number ten is the geometry that has the least impact

Test 10

the

currents

4.0

velocities: it did not

VELOCITY PLOT

reduce it as much as 7

the other geometries

did. This geometry is

of use for the areas

where we want to

allow a good water

circulation with minor

velocity reductions

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

3.5

3.0

2.5

x: relative distance y: velocity magnitude (m/s)

sand sedimentation

2.0

DIGITAL SEDIMENTATION

5.5-11 11-16.5 16.5-22 22-27.5 27.5-33 33-38.5 38.5-44 44-49.5 49.5-55 55-60.5 60.5-66 66-71.5

1.5

PHYSICAL SEDIMENTATION

1.0

0.5

SECTION VIEW

physical analysis digital analysis

0-5.5

106

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107

3.2 GEOMETRICAL DEVELOPMENT

EVALUATION After analyzing each of the ten geometries through digital and physical methodology, the geometries were ranked according to concrete volume, void ratio, base area and outflow velocity. From the tests it was concluded that each geometry have the ability to function differently. By ranking the geometries based upon these attributes one can begin to understand and use each of the geometries according to the necessary functions needed. The chart below shows how each of the geometries performed under a minimal velocity of 2m/s. It also begins to show when velocity reaches its minimum and when sedimentation may start to occur. 7

2 5

8 9

10 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21

Different geometries for Beirut were chosen and omitted out of the ten that were tested based upon their performances and their rank. They were selected according to the main goals of this project which is how each would function as a wave-breaker, an ecological encourager, or sedimentation. In this way, each geometry can be mixed with another to create more sedimentation or less, or create a large amount of ecological growth. It becomes an idea of choices and differentiation in design for the designer and strategist.

108

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Geometry Concrete volume

(u 3)

RANK Base Area

(u 2)

RANK Thickness

(u)

994.53

391.18

509.99

391.69

762.17

11.17

5.03

10.79

8.84

9.75

8.97

13.64

6.35

5.45

7.79

581.42

7 341.95

8 968.73

9 384.38

10 643.21

6.17

3.03

5.79

3.84

5.75

3.97

3.64

6.35

3.45

3.79

82.61

78.61

86.47

83.09

88.84

88.87

79.95

88.44

84.76

87.92

RANK

Velocity RANK

RANK Void ratio %

CONCLUSION Each geometry performed differently under a consistent flow in both the physical and digital tests. This concluded that each geometry can create different purposes if aggregated together or separately. Because doubling the width of aggregations doesnâ&#x20AC;&#x2122;t double their impact, units can be designed from the geometries using consistent sizes. Thus, this gives way to a huge opportunity to begin to organize them vertically. This would give the ability to achieve a differentiated system depending upon function, location, depth, and strategy. Chart shows the evaluation and ranking for each geometry to develop a multi-functional system. The highlighted are the ones being used and the max and min in the ranked selections.

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109

3.3 COLUMN FORMATION

VERTICAL DIFFERENTIATION With a selection of ten different geometries, each ranked with different functions, one has the ability to create an infinite number of combinations to achieve the possible outcome they want to achieve. Vertically, different velocities and current develop and must be accounted for using different geometries. By using different geometries along the column, one is able to achieve different goals. For Beirut, there were four main combinations that were developed in order to achieve the different goals/categories set out for the specific site’s needs: Ecological, Sedimentation, Mix, and a Barrier. Each of these categories were implemented in each of the columns, however, are stronger in one column than the other by using a certain geometrical unit or combination.

STRATEGY We saw that doubling the width of aggregations doesn’t double their impact, and therefore it was decided to work with units of 5x5x5 of each geometry.

Because the flattest section of the

bathymetry of Beirut ranges from 50-120m we worked with designing columns of 5x5x100m- each with twenty units. Each unit has the most stable geometries near the sea bed and create an array of different geometries as it moves vertically according to the column’s function and how far the unit is placed from the sun or sea floor.

110

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Geometry 2

Geometry 3

Geometry 4

Geometry 5

Unit 1

Unit 2

Unit 3

Unit 4

Unit 5

Geometry 6 Geometry 7

Unit 6

Unit 7

Geometry 8

Geometry 9

Geometry 10

Unit 8

Unit 9

Unit 10

100m- to the sea floor

Geometry 1

ConďŹ guration of a column consisting of all the geometries

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111

3.3 COLUMN FORMATION

COLUMN I - SEDIMENTATION Column number one is designed to maximizes the deposition of sand or other particles. To do so, the idea is to trap sediments on all levels of the columns and get them to settle. From the fluid analysis tests we previously led, we established the sedimentation pattern of each of the geometries. For this column, we want to overlap the geometries according to the gradual distances at which they reduce the currantâ&#x20AC;&#x2122;s velocity enough for

Unit 2 Unit 3 Unit 5 Unit 7 Unit 10

15% water circulation 80% sedimentation 5% settlement

sand to settle. This way, each geometry unit of 5x5m will force sediments to settle at a certain distance at which the geometry unit below can again lead to settle down and so on. In other words, diagrammatically, we created a stepped sedimentation pattern (in section) to collect more sediments to settle on the seabed. This way, we have a larger and continuous flow of particles settling. Moreover, we made sure to maintain a continuous flow of water at the top of the column to maintain sediments & particles to pass through and allow sedimentation for the next columns ahead. At the bottom of the column, we chose the geometry number 7 as it is the geometry with the largest base area. This is a lesson learned from the Kansai airport land reclamation method. It allows us to minimize the columnâ&#x20AC;&#x2122;s settlement & sinking into the seabed.

112

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Unit 10

Unit 10: most porous and most able to promote acceleration and sea growth

(1) Velocity Magnitude - m/s 5

Unit 10

Unit 5

Unit 2

100m- to the sea floor

Unit 2

Unit 2: One of the units that create the most sedimentation

Unit 2

Unit 3

Unit 3: Creates acceleration to move the sand for sedimetation

When water velocity reaches less than 0.4 m/s then sand and larger particals slow down in the water and fall to create sedimentation.

3 5 2

Unit 5

Velocity < 0.4m/s Unit 5

Unit 5

Unit 3

Unit 5+2: When combining units 5&2 one creates massive sedimentation effect. Thus creating a column that specializes in sedimentation.

Unit 5: One of the units that create the most sedimentation

Unit 2

Unit 7

Units 7: Widest base area

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3.3 COLUMN FORMATION

COLUMN II - ECOLOGICAL GROWTH Column 2 is designed to maximize ecological growth. The offshore of Beirut is currently a dead zone due to pollution and bad irresponsible reclamations. To revitalize the marine ecosystem, we plan to promote micro currents that ameliorate the water circulation and aeration and to create ecological niches where marine organisms would be able to procreate in their new re-built habitat.

Unit 5 Unit 6 Unit 7 Unit 8 Unit 10

5% water circulation 75% micro-currents 15% max porosity 5% settlement

To generate micro currents, geometries five and eight are sequenced on top of each other because at a certain offset these two geometries, the water currents are respectively accelerated and decelerated for geometry number five and decelerated then accelerated for geometry number eight. Their contradicting acceleration and deceleration at the same offset distance generates turbulences and micro currents key for ecological prosperity. At a depth range of 0 to -40m, geometries number six are placed in-between each repeated pair of units five and eight. This unit number 6 is ranked most porous and so, it helps maintain a better light penetration in the euphotic zone which is vital for ecological growth. Light is essential for most living organisms. Moreover light heats up the water temperature that in turn ameliorates the living conditions of marine organisms. The geometry unit number seven is allocated at the base of the column to reduce settlement as is has the largest base area.

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Unit 10

Unit 6

Unit 10: most porous and most able to promote acceleration and sea growth

(1) Velocity Magnitude - m/s 5

50m- to the sea floor

Unit 5

Unit 8

Unit 5

Unit 8

Unit 5

Unit 6

Units 6: Allows sunlight and acceleration

Unit 6: Only used unit 6 within 50m on the water surface to filtrate sunlight. When water velocity reaches less than 0.4 m/s then sand and larger particals slow down in the water and fall to create sedimentation.

Unit 5

Unit 8

10 6 8 5 6 8

Velocity < 0.4m/s

Unit 5

5 8

Unit 8

Unit 5

50m- to the sea floor

100m- to the sea floor

Unit 8

Units 5+8: microcurrents to promote marine habitats

5 7

Unit 8

Unit 5+8: Once combined, unit 5&8 create microcurrents, which, in turn create a perfect environment for marine life to grow and develop.

Unit 5

Unit 8

Unit 5

5 8

Unit 8

Unit 7

Units 7: Widest base area

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3.3 COLUMN FORMATION

COLUMN III - MIX Column number 3 compromises between maximizing sedimentation and enhancing the local marine ecology. At a depth range of 0 to -40m, column number three follows the same strategy as column number two: it creates ecological niches and generates microcurrents to boost the ecological growth of the marine biomass. At

Unit 2 Unit 3 Unit 5 Unit 6 Unit 8 Unit 10

5% water circulation 20% micro-currents 15% max porosity 55% sedimentation 5% settlement

this depth range, the sunlight still penetrates enough in the water layers. Light is essential for most living organisms. Moreover light heats up the water temperature that in turn ameliorates the living conditions of marine organisms. At the depth range of -40m to -100m, the sunlight that penetrates the water layers is quite reduced. For this reason, we focused the part of the column within that depth range to maximizes the deposition of sand and other particles. For this end, the column organization follow a similar strategy to column number one

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Unit 10

Unit 6

Unit 10: most porous and most able to promote acceleration and sea growth

(1) Velocity Magnitude - m/s 5

Unit 5

Unit 8

Unit 6

Unit 5

Unit 8

100m- to the sea floor

Unit 6

Units 5+8: microcurrents to promote marine habitats Units 6: Allows sunlight and acceleration

Unit 5

Unit 5+8+6: When combining these three units they create a unit that encourages marine growth and development. Unit 3+5+2: These three units create a specified area that promotes heavy sedimentations.

Unit 2

10 6 8 5 6 8

Unit 2

Unit 3

Unit 3: Creates acceleration to move the sand for sedimetation

Unit 3

Unit 5

When water velocity reaches less than 0.4 m/s then sand and larger particals slow down in the water and fall to create sedimentation. Velocity < 0.4m/s

5 6 5 2 3

Unit 5: One of the units that create the most sedimentation

5 2

Unit 5

7 Unit 2

Unit 2

Unit 2: One of the units that create the most sedimentation

Unit 2

Unit 7

Units 7: Widest base area

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117

3.3 COLUMN FORMATION

BARRIER Barrier number 4 is a single unit that when arrayed forms a wave breaker belt. Wave breakers are an important part of the aggregation of towers. They are the first geometries to withstand the impact of waves. Therefore, they will absorb the strongest shocks and most of the tidal kinetic energy. For that very reason, the organization of the units/geometries form a stepped triangle.

Unit 1 Unit 5 Unit 6 Unit 7

0.2% water breaker - weight 99.6% wave breaker 0.1% settlement 0.1% ecological niches

This arrangement is to add strength to the barrier and prevent it from being dismantled under extreme circumstances. Since the sea currents velocity decreases with the depth of the sea, a stronger slope can be opted for at the lower levels of the barrier. This enables us to save a considerable volume of concrete and the cost of fabrication. For the inner organization of this barrier, first a layer of geometries number 7 are laid down on the seabed as this geometries minimize settlement. Then geometries number 5 are stacked up. These geometries have the highest rank for velocity reduction which is the purpose of wave breakers. Finally, the upper layers of units are geometry number 1 as it has the largest concrete volume, hence the largest load. These last units with lock all other units in position even with harsh currents conditions..

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0 m.

-100 m.

-30 m.

-70 m.

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119

3.4 CONSTRUCTION

MATERIAL SELECTION: CONCRETE

devices are removed and the geometries are slowly sunk in place

There are a number of engineering considerations governing

on the sea bed. Here, for ultimate precision, GPS positioning can

the appropriate approach and option of the materials. For the

used. GPS positioning has a history with land reclamation: it has

materials used, concrete seems to be the best alternative.

been used for building the palm islands in Dubai. It allowed an unprecedented precision

First, the availability. Lebanon, is not abundant in trees and wood or in metals. However, limestone covers most of the country. Limestone is key to the production of cement. As a matter of fact, there are many cement factories in Chekka, an area on the shore of Lebanon, 50 km off Beirut. Second, life expectancy. Traditional wave breaker geometries already used worldwide are either in natural stones of in concrete. The existing concrete pods have proved to withstand long term exposure to sea water without crumbling or the need for any maintenance. Moreover, concrete is proven not to have any negative impact on the marine ecosystem. For building our geometries, concrete would be poured into steel molds and dried for few days. Then the molds would be removed and the geometries ready to be transported to their final location. Since our construction site is in Beirut, it wouldnâ&#x20AC;&#x2122;t be convenient to transport cement from Chekka to Beirut and to cast the geometries in Beirut. Rather, we suggest casting the geometries on a vacant site on the shore in Chekka, then submerging the site. This way, with the thrust, the heavy concrete blocks would become easily transportable. Building the concrete blocks in Chekka and then transporting them to Beirut can reduce enormously CO2 emissions and the cost of transportation. This is a common technique used to transport heavy objects by sea. Floating devices would be attached to the concrete blocks and then a boat would carry them to the site offshore of Beirut. When the concrete geometries are in position on site, the floating

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Material

Living Shoreline

Coastline Flooding/ Living Shoreline/ Rip Rap

Availability [Lebanon]

Environmental Impacts

generally used in areas When exposed to direct sun, In Lebanon are sedimentary the rocks can reflect light rocks and most of these are prone to erosion to absorb the wave energy and hold into the water, which pale limestones. beach material increases water temperature.

Concrete Pre-Fabricated

Coastline Flooding/ Artificial Reef System/ Armour unit

Available

Brushwood

Coastline Flooding/ Artificial Reef System/ Brushwood Bundles

Available

Timber

Placement Methods

Life Expectancy <5 yrs Granite, Limestone, Gritstone, Basalt

Can be also made from They are effective at trapping hazel, chestnut or willow fine sediment. brushwood bundles tied together. Placed parallel to the direction of flow

10 yrs for waves up to 3m high

20-30 yr Cedar is one of the Act as a barrier to physically Timber used in sea or brackish (salty) water is subject to sediment transport in [Chestnut, Oak, Pine, Larch, Coastline Flooding most common timbers stop attack by marine-boring the direction of littoral drift Douglas Fir, Pitch Pine, Freshwater in Lebanon animals. causes a build-up of through the system. Greenheart, Jarrah] the beach on the groyneâ&#x20AC;&#x2122;s Revements, Groynes

Concrete Reinforced Steel

Coastline Flooding/ sea wall

Available

WaveBreakers Stabilize Coastal Habitats

Available

Asphalt

Coastline Flooding Solid revetments and seawalls

Jute

Coastline Flooding / Land Reclamation/ Sea wall

Geotextile Bags

Coastline Flooding / Land Reclamation

Available In the Netherlands there are about 600 kilometers of asphaltic revetments

Minimal Production (mainly in India and Bangladesh)

seawater induced corrosion of reinforcing steel in concrete which reduces the load carrying capacity of the structure.

With alternating waterlevels, algae grows, when the algae dies it shrinks and exerts a shear force and damage the surface.

Large biodegrable sandbags In the case of sea walls, can made of jute and used as a disrupt sediment movement and transport patterns sea wall/ used as a geotextile: filled on site using local sand

Damaged bags will release the enclosed sand harmlessly back to the beach

Tyre Bale Walls/ Available but Made by compressing waste Used in civil engineering and embankment projects for may need massive tires into rectangles with a hydraulic press and banding more than 14 years with no traportation reported biological or them with galvanized or chemical degradation. stainless steel wires

Tyre

Coastline Flooding / Land Reclamation

Excavated clay/soil

Land Reclamation/ Rainbowing/ Fill Material

Copper slag

Land Reclamation/ Fill Material

Must be imported

Sewage sludge

Land Reclamation/ Fill Material

Minimal (Common in the UK)

Papercrumble

Land Reclamation/ Fill Material

Salt water will corode the reinforced steel

May corode in salt water Can be made into concrete or used an an aggregate

Available (limestone, however has poor top soil, high iron content high clay content soil)

Notes Resistance to erosion Granite 0.1cm a^-1 Limestone 0.1-1.0 a^-1 Sandstone 1.0-10 cm a^-1

To reduce displacement by allowing a random distribution of tetrapods to mutually interlock.

transported by barge to the designed to dissipate the force inside of the breakwater and of incoming waves by allowing are subsequently placed by water to flow around rather than against it. hydraulic excavators

updrift side.

Land Reclamation

Flood | Coastal Management

Rock

Application

50 yr

Brushwood mattresses are comprised of layers of faggots held by a grid of fixing posts. Durability is defined here as timber's ability to resist attack from salt-water, and corrosion of metal fastenings. Corrosion is insidious in nature and the corrosion of steel in concrete is only apparent when it is quite advanced. rock doesnâ&#x20AC;&#x2122;t build itsself vertically with sea rise, thus raising will be needed

stripping can occur when water penetrates in the mix and strips the bitumencoat from the mineral=loss of strength.

long-term solution: hard engineering solution

10 yr

An estimated creep strain rate of 0.005 %/day

Tire bales shall be stored so as to minimize their exposur e to sunlight and thus their potential degradation from this cause.

May be affected by liquefaction and currents

Land reclamation fill material: Unexpected long-term For stabilization, mix the slag environmental consequences with binders and alternate arise from massive use of layers of slag and spent copper in reclaimed geomaterials. sites

Weathering resistant. The absence of acidic generation (due to redox reaction) rules out acid generation

May contain Mix dewatered sludge with a range of substances that cement and other waste materials using a modified could potentially be harmful to the environment and DPODSFUF NJYFS PO TJUF r human health/ Chemical Fill Geotextile Bags risks By-product of the paper May contain recycling and manufacturing a range of substances that industry and consists mostly could potentially be harmful of short wood fibres such as to the environment and cellulose, lignin and human health/ Chemical hemicellulose. risks

To convert sewage sludge into fill material for land reclamation a combined chemical and mechanical treatment method a high carbon to nitrogen (C:N) ratio, typically 70:1

[[see references] f ] Ch Chart comparing i diff different material i l options i

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3.4 CONSTRUCTION

STRUCTURAL INTEGRITY We ran a structural tests to ensure the columns undergo an acceptable deflection under the maximal registered sea current velocity of 4.5m/s for Beirut. We extracted the surface of the columns that are exposed to the sea currents. Testing the actual integral column is computationally too demanding to succeed. Therefore, we submitted this surface to the maximal sea current velocity of 4.5 m/s registered offshore Beirut. The average pressure read on the entire surface is of about 10 000 Pa. The columns is constituted of different geometries with different areas of exposure. To calculate the maximal forces exerted by the maximal sea currents on the geometries of the column, we followed this formula: F(N) = Paverage(Pa) x A(m2). The next step to calculate the maximal deflection of the column is to apply the forces on the column. To simplify the computational exercise on these heavy geometries, we applied the resulting forces on a plain concrete column of 5x5x100m. However, we modified the density of the concrete according to the void ration of the original column. This way, we were able to extract accurate results for the deflection of the column without heavy computation. CONCLUSION Resulting from the test described above, we found that the maximal deflection is of 0.18 cm. This range of deflection is acceptable specially that the columns will be protected by the wave breaker belt in the first place. This test proves that concrete is a coherent choice of material for the structural requirements of the geometries and the system as a whole.

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123

3.5 CONCLUSION

CONCLUSION By using the research of existing wave-breakers and artificial reefs the dissertation was able to move forward to develop a series of original geometrical aggregations that had the ability to develops into a larger part of a system that worked together to encourage sedimentation, ecological growth, and/or act as a wave breaker. Because of Beirut is located on a Dead zone, it was important to encourage ecological growth.

This was done through the

introduction of micro-currents and porosity. Through these two attributes a dead coastal zone will have the possibility to grow and flourish. In addition, the columns will allow for sedimentation to occur over a period of time. Beirut has a low green space ratio and a high density and is in a need of land. This growing land mass will create a healthy foundation that Beirut can grow upon. The next part of the stage will be to organize the columns into the phases of time.

REFERENCES FOR MATERIALS Kosmatka and Panarese (1994) Design and Control of Concrete Mixtures, Portland Cement Association, Skokie, Illinois Emil Mörsch, Concrete-steel Construction, The Engineering News Publishing Company, 1909 Orr, J. J., Darby, A. P., Ibell, T. J., Evernden, M. C. and Otlet, M., 2011 Orr, J., Darby, A., Ibell, T. and Evernden, M., 2012. Optimisation and durability in fabric cast ‘Double T’ beams. In: Second International Conference on Flexible Formwork (icff2012), 2012-06-27 - 2012-06-29, University of Bath.

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125

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4.0 DESIGN DEVELOPMENT With ten geometries and four types of columns, the project has now developed a catalogue that can give great opportunity to design, however, there must be a development in how to organize the columns next to each other so that the system can become enhanced as opposed to damaged; the question is how to organize them to maximize sedimentation through the next 150 years to accommodate Beirutâ&#x20AC;&#x2122;s growing population and need for more land. With the four types of columns based upon different typologies: sedimentation, ecological growth, mix, and wave breaker, the aim is to develop a distribution boundary for the different phases in time that can then define where the different columns can be maintained and organized. The phases must work together and cannot be separate. Velocity and sedimentation will have a large impact on the development of the arrangement of the columns to increase accretion and sedimentation through time. The success of the organization depends upon how the global system works together to have a common goal of building land while promoting a healthy marine life.

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127

4.1 GROWTH STRATEGY

OVERVIEW Because of Beirutâ&#x20AC;&#x2122;s constricted metropolitan area between the sea and the mountains, its population growth would have great consequential to the city over time.

It would be essential that

land would be provided for Beirut to accommodate such a rise in population and would be even more beneficial if that land would be continuously provided over a timespan of 150-200 years. In this way, Beirut would continuously have a growing land, a growing marine ecosystem, and a non-intrusive abruptive design that would hinder their coastline and current patterns.

STRATEGY The strategy is a progressive extension in three phases in time. Each informing the extension area needed by the completion time of the next phase. Phase 1 is an immediate extension that causes accretion to form Phase 2. Phase 2, along with Phase 1, will catalyze sedimentation for Phase III. By the year 2050, the construction of the structures that trigger accretion and sedimentation for Phase 2 and 3 will be completed along with phase 1. With time, these structures will be buried under sediments & particles aggregating around them until the extension areas are ready for occupation.

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Expand Green Space Ratio

Immediate Extension

Support Load

Wavebreak

Anchors Phase I to Beirut

Ecology

Sedimentation

Accretion

Sedimentation

PHASE II

PHASE I

PHASE III

PHASE III PHASE II PHASE I

4.6

34.8

AREA ACCUMULATED (km2 )

2050

2075

2100

2125

2150

2175

2200

YEAR

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129

4.2 DISTRIBUTION STRATEGY

OVERVIEW

For phase 2, the focus was on accretion- a process that would

With each column categorized (column one sedimentation, column

happen over a hundred years and develop land over time for the

two ecological growth, column three mix, and the barrier)

city of Beirut. This would be made up on columns 1,3, and the

they

were distributed and organized intro the three phases of growth.

barrier.

The columns, themselves, are the actuaries of each phase and how they are distributed have a great affect on the success of

The barrier provides protection for all the phases against the rising

each of the three phases.

tides and any significant waves. Because phase 2 is on the most farthest from the Beirut shore and the largest phase, phase two

STRATEGY

consists of the barrier.

Phase 1, as it is the immediate foundation for a platform to grow upon and for sedimentation to occur, it was important to

Phase three is a result of both phases and occurs in effect. It

use column one, two, and three. These three columns allow for

will create land over the next 200 years for Beirut and consist of

the possibility of urban prosperity in marine farming through the

columns 2 and 3. These two columns are rich in marine habitation

ecological growth and consistent cycle of sedimentation.

and will nurture the coast of Beirut for generations to come.

Boundaries

Columns

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Details of Hierarchy per cell Type COLUMN TYPE

Unit 2 Unit 3

15% water circulation

Unit 5

80% sedimentation

Unit 7 Unit 10

5% settlement

COLUMN 1

Unit 5 Unit 6 Unit 7 Unit 8 Unit 10

5% water circulation 75% micro-currents 15% max porosity 5% settlement

COLUMN 2

Unit 2 Unit 3 Unit 5

5% water circulation 20% micro-currents 15% max porosity

Unit 6 Unit 8

55% sedimentation

Unit 10

5% settlement

COLUMN 3

0.2% water breaker - weight

Unit 1 Unit 5 Unit 6

99.6% wave breaker 0.1% settlement

Unit 7 0.1% ecological niches BARRIER COLUMN 5

void

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131

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE I | MULTI-CRITERIA OPTIMIZER

shoreline. To have a strong connection to the city there was a

To define where to array the columns for phase one, a genetic

need for a monolithic shape and a physical joint to the shore of

algorithm was developed.

Beirut as oppose to scattered and disjointed design.

After comparing the velocity,

directionality, time-scale, and particle size of different case studies of erosion and accretion (see the appendix) a set of parameters

Through these eight different parameters, a genetic algorithm was

and criteria were developed in designing how to configure the

developed and deployed to generate a series of different boundary

columns.

forms that could be cataloged and compared with desired criteria.

The criteria was to obtain an outline that was within a certain

WINAIR Set up:

depth area offshore of Beirut where the bathymetry doesnâ&#x20AC;&#x2122;t

Speed: 2.0 m/s

exceed 100m deep. In addition, there was a need to reach the

Direction: 47.0 deg

square footage required for the city by the year 2050 as well as

Viscosity: 1.8e-05

to minimize the currents velocity for sedimentation, to deflect the

Density: 1.2 kg/m3

vectors along the boundary for accretion while maximizing the

1 Local (Bathymetry)

2 Area Goal: Minimize Area for material economy

3 Minimize Vector Amplitude

For Sedimentation between the land boundary and the shoreline

4 Deflect Vectors For Accretion

[which contradicts the goal to minimize vectors]

Phase I: 5km Phase II: 20km

Increase Deflection Decrease Vectors [Measures vectors that interect in a closest point range of the shore and the generated boundary]

5 Maximize Shoreline Traditional Value of Shoreline in Lebanon

6 Creation of Bays Traditional Social Space (Example: Jounieh Bay & Zaytouna Bay)

7 Integrity Monolothic Shape: 1 Block for Ease of Connection

[measures vectors within a set proximity of the generated boundary]

8 Length of Connection To the Shore of Beirut

Maximize Parimeter

v vs

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Exposed Connection

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133

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE I | CFD ANALYSIS

creates reflection patterns which cause crossing wave rays

A flow analysis was ran in order to compare results. The aim was

to form local concentrations of wave energy (this boosts good

to decrease flow velocities between the shore of Beirut of the

water recirculation and consequently creates a healthy marine

placement of the columns. By doing this it will increase the rate

ecosystem). This incident was seen in the case study of Giardini

of sedimentation in the columns and around the boundary itself.

Naxos and created accretion at the southern point of the bay. (See

Therefore, it will further the rate and the possibility to create a

Appendix)

foundation for land mass growth in the sea. Concentrated currents can be indicated by areas of dark blue CONCLUSION

vectors and this informs the ecological niches due to the micro

The geometry of the structure is a multiple V-shaped configuration;

currents and their placement in the cellular packing.

with the apex of the V pointing diagonal to the incoming waves

generation 25

Set up in Simulation CFD 2015: Speed: 2m/s Input: West Output: North

generation 50

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PHASE I | DIGITAL PARTICLE SIMULATION

bays toward the flow rather than against it are more likely to catch

A criteria of the boundary is to produce sedimentation.

the particles than those with more curved surfaces or rounded

Sedimentation should not rely solely upon the columns. Therefore,

surfaces.

a comparative particle simulation was ran and documented in Softimage to compare where the sediments would aggregate in

It was also shown that the boundaries with more closed areas

each boundary form.

toward the shore of Beirut have more particles that accumulated than those that were more open. Soft Image, however, does not

CONCLUSION

give accurate data, therefore, the square area of the collected

By running the analysis, there was able to estimate the approximate

particles after 200 frames were cataloged and recorded in order

location and amount of accretion of each boundary form for Phase

to rank and compare each of the boundary forms. This was then

I. It came to the conclusion that boundary forms that consist of

documented to choose the final form.

generation 25

Setup in SoftImage: Viscosity: 0.9 Density: 0.005 Thickness: 0.005 Initial Flow Vector (current toward land): 8x, -5z Secondary Flow Vector (current away from land): -2x, 2z Partical Size Sand: 0.5 Partical Size Water: 1.25

generation 50

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135

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE I | COMPARE AND ANALYSES RESULTS The goal for Phase I is to provide the placement for the columns of which an immediate extension of Beirut to sit upon. In addition it is to create sedimentation and ecological growth. We ran an CFD analysis and a sedimentation simulation to begin to compare and contrast the different geometries to the criteria of the project. With these tests we were able to collect data and begin to catalogue the different boundary forms to be ranked. To select the boundary from the different boundary forms, each of the boundaries were given values based upon the eight parameters that were outlined from previously: 1. Local bathymetry 2. Area 3. Minimize Vectors 4. Deflect Vectors 5. Maximize 6. Create Bays 7. Monolithic 8. Length of Connection A series of data scores were established for all twenty different boundaries and they were ranked and compared.

All eight

parameters were weighted equally in the ranking. It was important to have an understanding of all criteria before moving forward. Based upon the eight criteria, a boundary for phase I was then chosen. (in blue) This boundary has the average maximum values of all the recorded data. At this point in design, Phase II can now be developed based upon the conditions of Phase I.

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137

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE II | MULTI-CRITERIA OPTIMIZER

accommodate the timescale. This, in return would become a

Phase one sets up a boundary condition for the columns to be

foundation for Beirut to grow upon for years to come. Therefore,

arrayed and thus where the immediate extension of Beirut begins

Phase 2 is made up of mainly the barriers and column 1 and 3 for

to form. Using Phase I as a guideline of a new extension of Beirut,

maximize the amount of accretion.

Phase 2 forms using the same as Phase I, however, with some Because Phase 2 is the largest of the three Phases, it coasts of

alternatives.

the protective wave-breaker barriers. These barriers will protect Phase 2 is designed for the immediate extension. Phase 2 is for

Phase I, Phase 2, and Phase 3 land mass from possible dangerous

gradual accretion and land to form over time. Beirut is a growing

waves and unusual high tides.

metropolitan city in need of space, and therefore in another 50 years, Beirut will need an estimate 20 square km to provide for

As the genetic algorithm was ran, different boundary conditions

Beirutâ&#x20AC;&#x2122;s growing population and low green space ratio. Therefore,

were formed and a cataloged so that each boundary could be

in the parameters of setting up the genetic algorithm for Phase

ranked and evaluated against the criteria.

2, the Phase 2 extension will need between 15-25 sq. km to

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139

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE II | COMPARE AND ANALYSES RESULTS Phase 2 is important due to its wave breakers and its protection. It hugs and protects Phase I and Phase 3 with its large barriers. Therefore, when ranking the different criteria, its ability to deflect flow vectors was given priority. The different geometries for Phase 2 were evaluated based on the seven different parameters. These seven different parameters were cataloged and ranked. The final boundary for Phase 2 was selected based upon which boundary satisfied the criteria the most. CONCLUSION Phase 2 has two main objectives: wave breaking and land development through sedimentation. Once Phase 2 is in place a protection barrier will protect the built platform on top of Phase I and the build up of land over time in Phase 2 and 3 from unpredictable waves and tide heights. In this instance Phase 2 is an essential part of the design and important that is covers all Phases. Beirut is a constrained city by the sea and the mountains with highly populated areas near the sea. With the rising sea levels and the increase of unpredictable weather, Beirut is in need of a protective barrier as this growing land mass develops over the period of time. The columns placed in Phase 2 will generate the land Beirut will need for the next century for the growing city. It will accommodate its lack of green space and housing while increasing the cityâ&#x20AC;&#x2122;s relationship to the sea and allowing Phase I and 3 to restore the marine environment.

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141

4.3 DISTRIBUTION BOUNDARY FORMATION

PHASE III OVERVIEW Lastly phase 3, follows a similar strategy to phase 2. Phase three is the area between phase one and the shore of Beirut. This area is already prone to sedimentation as it is enclosed from 3 sides. A comparison was done to this area with existing physical conditions in Beirut: harbors. Harbors in Lebanon are usually enclosed from 3 sides and open from one side to allow boats to come in and out of it. An interesting fact about harbors in Lebanon is that sand & other particles accumulate at the bottom of the enclosed area. This is actually problematic for the ports because their depth is reduced over time and boats donâ&#x20AC;&#x2122;t have enough clear depth to enter the harbors without touching the sea bed of the ports. For that reason, harbors commonly resort to dredging: they clear the bed of the harbor by scooping out sand, mud, weeds, and rubbish with a dredge. Usually, harbors in Lebanon have to repeat this operation every two years. Sand is extracted. The sand extracted is coveted by buyers as it is pure and adequate for replenishing eroded beaches. For the area of phase 3, this factor will trigger sedimentation after phase one somehow encloses phase three. For that reason, there isnâ&#x20AC;&#x2122;t a need to place a dense array of columns in phase three. This is why phase three follows the same logic for distribution as phase two only with larger cells for the circle packing algorithm. Moreover the low column density in this area allows to extend in time the present conditions of the immediate shoreline until phase one and two are complete. Currently, the shore of Beirut adjacent to phase three is known as El Ramleh El Bayda. It is one of the few public beaches in Lebanon and it is known for the pure sand it offers. For these reasons, we want to try to prolong the actual state of the beach without tempering it. Phase three will only take place once phase one and two are complete and so, this public beach will only be compromised at the latest moment possible for the outgrowth to connect to the shore of Beirut. 142

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STEP 1

STEP 2

STEP 3

STEP 4

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4.4 COLUMN DISTRIBUTION

PHASE I OVERVIEW The first step is how the different columns are arranged within each boundary. For phase I, the columns were set 25m apart from each other because it is the average distance at which the columns have the most impact on the currents velocity. A circle packing algorithm was used to subdivide the outline into points to allocate the columns. First simplified flow analysis test to find out where the velocities got too low. Columns were then eliminated in these areas to assure that flow is always at a constant through all columns, thus creating sedimentation. Velocity m/s

Velocity m/s 2

We then set rules to differentiate the types of columns in four steps. The goal was to maintain an even sedimentation rate along Phase 1 while promoting ecological clustering rather than dispersed ecological niches. This was achieved by locating column 2 mainly along areas of open water and closer to the locations where the columns were eliminated. Column 1 would be located mainly along the edge to drive sedimentation through all of Phase I. Column 3 is used dispersedly through all of Phase I due to itâ&#x20AC;&#x2122;s ability to promote both sedimentation and ecological growth.

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STEP 2

STEP 1 100 m. BOUNDARY

50 m. BOUNDARY

30% COLUMN 3

100% COLUMN 2

70% COLUMN 1

STEPS 4

STEP 3 75 m. BOUNDARY

30 m. CIRCUMFERENCE

100% COLUMN 3

80% COLUMN 2 20% COLUMN 3

50 m. CIRCUMFERENCE

80% COLUMN 3 20% COLUMN 2

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4.4 COLUMN DISTRIBUTION

PHASE II OVERVIEW Phase 2 involved the creation of the barriers and a long timespan of accretion. For phase 2, a similar strategy to Phase I was followed, however, the circle packing algorithm was on the flow analysis

result of phase 1. As a result, the cells’ diameters vary between 40 to 120m depending on the gray value of flow analysis test. This way, the areas with higher currents velocity are filled with a denser array of columns and areas with lower velocities are filled with a less dense array of columns. This range allows for a strong relationship between column placement and velocity, which inturn would increase the column’s (and the Phase’s) performance as a wave-breaker barrier. For differentiating the types of columns, barrier no.4 was located on the edges in the direction of flow to create the protective belt. Phase 2 also promotes minimum ecological growth, specially towards phase 1 as it acts as an attractor to columns number 2. Therefore, as Phase 2 approaches Phase I, more columns become more ecological based, and as the columns are placed farther they become more sedimentation based.

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STEP 2

STEP 1

BARRIER 200 m. OFFSET

N4 100% COLUMN

STEPS 4

STEP 3 30% COLUMN 3

REMAINING CELLS

100% COLUMN 1

150 m. 10% COLUMN 3

70% COLUMN 1 450 m. 20% COLUMN 3

90% COLUMN 1

300 m. 80% COLUMN 1

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4.4 COLUMN DISTRIBUTION

PHASE III OVERVIEW Similar to Phase 2, Phase 3â&#x20AC;&#x2122;s cellular packing density is based upon a quick CFD analysis to ensure porosity and spacing between columns. Phase 3 already has the strong prediction of sedimentation and accretion due to the placements of Phase I and 2. As a result, Phase 3 functions as an ecological niche and a slow-pace sedimentation growth as it will be the last land to form of the three phases. After an analysis of the CFD, the areas with higher currents velocity are filled with a denser array of columns and areas with lower velocities are filled with a less dense array of columns. The spacing, compared to Phase 2, is much larger due to its current exposure to sedimentation with the placement of Phase I and 2. This would allow for a slower more controlled land growth over time and for marine environment to develop between the columns of Phase I and the shore of Beirut. Beirut is currently located on an ecological dead zone and therefore there is a need to encourage ecological growth and marine life. By placing strong columns that promote ecological growth, (column 2 and column 3) Phase 3 becomes a primary contribution to Beirutâ&#x20AC;&#x2122;s future marine health.

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2m/s

0m/s

STEP 2

STEP 1

CONCLUSION Each Phase is an array of columns, each representing different functions. Phase I is an array of columns that will provide support for the immediate extension of Beirut while creating ecological niches and starting sedimentation.

Phase 2 organized its

columns based upon a range of distances that reflect the flow of velocity. Phase 2 acts as a wave-breaker and future accretion for a landmass to grow over time. Phase 3 is the result of Phase I and 2 and will grow as a result. With the columns of the three phases in placed, the next step is to begin to think about the design of the platform that will sit upon the columns of Phase I. The growth element of accretion and sedimentation over time, coupled with the growing marine life, will create a driving system for the platform and Beirut to develop and evolve from. STEP 3 35% COLUMN 2 65% COLUMN 3

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PHASE II

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PHASE I

PHASE III

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4.5 CONCLUSION

velocity allowed sedimentation.

CONCLUSION For Beirut, we created four column types: the first to maximize the sediment deposition on the seabed, the second type to recreate

Now that the outlines of phase 1 2 & 3 were defined, the next

optimal conditions to boost the marine biomass in this dead

step was to establish the distribution rules to array the columns

zone offshore of Beirut, the third column type was a compromise

into the outlines. For phase 1, we needed to set the columns 25m

between the two previous types of columns, finally the fourth

apart from each other as it is the average distance at which the

column type is actually a barrier: its primary purpose is to act as

columns have the most impact on the currents velocity. We used

a wave breaker to form a defense line and protect the outgrowth.

the circle packing algorithm to subdivide the outline into points to allocate the columns. We ran a simplified flow analysis test to find

We ran a structural tests to ensure the columns undergo an

out where the velocities got too low we cancelled the columns

acceptable deflection under the maximal registered sea current

in these areas. We then set rules to differentiate the types of

velocity of 4.5m/s in Beirut. The maximal deflection is of 0.18 cm

columns. The goal was to maintain an even sedimentation rate

which is acceptable.

along phase 1 while promoting ecological clustering rather than dispersed ecological niches. For phase 2, we followed a similar

From there, our next step was to define the boundary in which

strategy. However, we based the circle packing algorithm on the

we should array the columns. To do so, for phase 1, we set up

flow analysis result of phase 1. the cells diameter vary between

a genetic algorithm to obtain an outline that is within the area

40 to 120 m depending on the grey value of flow analysis test.

offshore of Beirut where the bathymetry doesnâ&#x20AC;&#x2122;t exceed 100m

This way, the areas with higher currents velocity are filled with a

deep. We need to reach the square footage needed for the city by

denser array of columns and vice versa. For differentiating the

the year 2050, to minimize the currents velocity for sedimentation,

types of columns, we allocated barrier no.4 on the edges to create

to deflect the vectors along the boundary for accretion, maximize

a wave breakers protective belt. Phase 2 also promotes ecological

the shoreline of phase 1, and maximize bays as they are coveted

growth, specially towards phase 1 as it acts as an attractor to

areas in Lebanon. We also needed a monolithic shape with a good

columns number 2. Lastly phase 3, follows the same strategy as

connection to the shore of Beirut.

phase 2 only with larger cells for the circle packing algorithm as this area is already prone to sedimentation and accretion due to

We obtained different possible outlines that we ranked according

phase 1 & 2. Moreover this low column density allows to extend in

to the 8 initial parameters & the tests we ran. We established a

time the present conditions of the immediate shoreline until phase

score for each and from there we were able to chose one outline

1 & 2 are complete.

for phase I. We repeated the process for phase 2 using the same parameters as for the previous phase BUT we took into account

We have generated an array of specialized columns on the

phase 1 as part of Beirut. And we also evaluated the different

offshore of Beirut in order to trigger sedimentation and accretion.

possible outlines for phase 2 & then ranked them to chose the

These columns do not define physical areas or boundaries. The

working outline that satisfies our criteria. We then ran a flow

next step from there is to define a platform for phase one as it is

analysis test on the area in between phase 1 and the shoreline of

an immediate built extension that should answer Beirutâ&#x20AC;&#x2122;s need of

Beirut to define phase 3 as the part of this area where the resulting

expansion by 2050.

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154 Array of Columns from Phase I, II, III

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5.0 DESIGN PROPOSAL Currently there are columns placed in coast of Beirut that create sedimentation and accretion during phase I, II and III. The next part of design is that inital platform that sits upon the phase I columns and provides an immediate extension for the city of Beirut. When designing the platform there are different criteria that were taken into account. There was a reavulation of Beirut’s seaside culture and how Beirut interacts with the coastline. The second is Beirut’s severe lack in green space ratio within the metropolitan city. Therefore there is a need to introduce more public parks and spaces within the extension. The third criteria is the marine life. Beirut’s coast has become a dead zone and therefore there is a need to bring life back to where there once was. Combined, these three criterias would bring great value to the extensions through its functions and spaces.

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5.1 CONNECTING TO BEIRUT

OVERVIEW

LEBANON- COUNTRY OF CULTURE ON SEA

Once Phase I, II and III has now left an array of columns offshore

Lebanon is a country where the culture is quite connected to the

of Beirut scattered in the sea. As previously mentioned, the

sea. Most architectural and spatial benefits from a panoramic

expansion plan is to happen in three phases: phase one, phase

view of the shoreline are when set on the mountains and others

II and phase III. Once all phases are completed and placed in

are built on direct proximity from the coast.

the water, the next phase of design is the shape and form of the The goal is to recreate instances similar to areas similar to

platform that will sit upon Phase I.

Jounieh bay which are very coveted and economically enriched While Phase I is a brisk built platform. Upon this platform many

land. In order to render the proposed scheme more attractive

architectural and cultural functions have the benefit of being

for the people, the goal would be to increase the shoreline and

planned and implemented in time. Phase II and III would result

the connection with the sea through taking advantage of the

from sedimentation and accretion. As a result, the city, over time,

meandering design of the platformâ&#x20AC;&#x2122;s frame. There is a possibility

would continue to grow upon phase II and III columns as land

to perforate the platform where there was no columns underneath

continues to grow and develop. However, within this section the

to create a further relationship with the water and increase the

design for Phase I, the immediate design will be discussed and

spatial qualities and the atmosphere of the urban concentrations

architecturally conceptualized.

around similar to the already existing bays of Beirut.

[Fig 1.] Jounieh 1900

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CONCLUSION Taking into consideration the target area needed to accommodate the increasing population of Beirut assumed for Phase I, and outline for a platform based upon different functions and architectural intentions will be defined. The aim for the Phase I platform is for it to act for its functions and to manifest itself as a peculiar body: It does not aim to fit in or mimic the shore. While it still answers to the needs of the culture and its connection to the sea, it performs in an innovative manner and offers a brand new experience to the inhabitants and tourists of Beirut. It functions with the means to expand in time and the possibility to grow and develop as necessary. It is a cultural expansion that acts as a new and ever expanding urban element in the bay of Beirut as the city occupies and enriches it.

[Fig 2.] Jounieh 2008

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5.2 URBAN STRATEGY

OVERVIEW

modifying Beirut’s existing beach. Therefore, for easy accessibility

The strategy to building a platform upon the array of columns

for Beirut and the protection of the existing shore, the platform is

of Phase I has five different steps. The steps work linearly and

to be located within an adequate proximity of the shoreline.

inform one another as each step develops. TWO ZONES COLUMNS ARRAY

One the outline was created two zones were formed in effect to

The expansion occurs in three phases all based upon the placed

begin to split the functions of the island according to which areas

columns in the sea. Phase I is a brisk built platform while Phase

have the estimated increase in population growth faster compared

II and III would result from sedimentation and accretion. The way

the other parts of the extension.

the platform is placed upon the columns of Phase I is informed by the functions that are based upon the Beirut culture of its

The first zone has the closest proximity to Beirut. In this zone it is

relationship with the sea-side and bays.

estimated that the growth rate will rise exponentially compared to the other areas of the expanding island. The second zone is the

PLATFORM INITIAL OUTLINE

farther part of the expanding land which is to grow at a lower rate

The first step of the Phase I plat form began with an analysis of

and hold lower density and more agricultural purposes.

examining the varying distance between the columns. This will define the proportions of dropped beams used to support the

SUB ZONES

platform.

With the perimeter maximized to increase exposure to the sea, there was also opportunity to increase the relationship to the

Building the platform over columns with a large span between

water within the platform itself. The spaces where no columns

them will require additional concrete and extra reinforcement. The

were placed on the sea floor left for opportunity for lakes and

most adequate solution is to place the platform on areas where

ponds to emerge, increasing value of land and spatial value within

the span between the columns is the least amount (ranging 10-

the platform itself.

15m.) Perforations of the platform began to occur where there was no PLATFORM OUTLINE

columns underneath in order to create ‘pockets’ of water. This

From there, the platform was designed so not to be too adjacent

would not only give the extension attractive urban qualities but

to the shoreline of Beirut. This was in an effort to preserve the

also allow for marine agriculture to develop within a city that

site as long as possible. Eventually, the columns between the

have existed before the area was a dead zone. This opportunity

prospected platform and the seashore will lead to sedimentation

restores a cultural value that was once lost.

and they will accumulate sands and sediments to form more land. Through this strategy, there was the ability to control the process to a certain extent and the ability to avoid the possibility of currents

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Column Array

Platform Initial Outline

Two Zones

Platform Outline

Sub Zones

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5.2 URBAN STRATEGY

FUNCTION STRATEGY Currently, due to the growth in population and the decrease in available land, real state is booming in Lebanon. In addition, everyone wants the most coveted land plots: water-front view. Different urban functions were sprawled out and allocated according to there relation to the water or ponds on the platform. RESIDENTIAL & COMMERCIAL USE Areas along the Beirut coast are often home to residence and hotels, therefore areas in contact with the sea are assigned as for residential & commercial use. Therefore locals and tourists have quick access to the water for pleasure and for work if needed. This increases the quality of life of city as Beirut expands. For what was once waterfront will become ponds and new waterfronts will form and create new land for commercial and residential use. PARKS In the inner areas of the platform are more green areas for the allocation of parks. Beirut has a severe lack of green/public spaces. Because of this lack within the main metropolitan area of Beirut, plots facing the green areas on the new extended platform will be high in demand. These areas not only increase the livability and lifestyle of the platform but also of the city of Beirut as a whole. It will give the city more green areas and public parks with quick access to sea front views. ADMINISTRATIVE & BUSINESS The area of Beirut that neighbors the platform is a central business area in within the city. The idea is to maintain the connection through the platform as the platform connects with that area. Therefore, in this district, the constructible plots are prioritized over public spaces and sea â&#x20AC;&#x2DC;pocketsâ&#x20AC;&#x2122;.

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aquatiic activites aquatic plant farm

mariculture mussels aq quaculture scuba diving park

potential lo p ocal harbor (protected from south wesst currents)

polyvalent application

Residential & Commercial (Max 3 floors) Sea Expanded Administrative Beirut Parks

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5.3 MARINE FARMING

OVERVIEW The offshore of Beirut is currently a dead zone. Due to the private

Piling Framework

selling of land and the past land reclamation methods, the area suffers from oil spills and poor waste water management. In Saida, a neighboring city, a garbage mountain was erected in the sea to dispose of the domestic wastes of the city. The marine biomass of Lebanon is considerably threatened doe to its relationship to waste products exposed to the water. Although countermeasures are taken by the government, there is current

Wrapping Frame

plans of action to redevelop a healthy habitat for the marine biomass. MARINE SURVIVAL AND THE PLATFORM This city expansion platform will help recreate ecological niches and most importantly, it will bring awareness to tourists and the local population. Beirut is not the only city in the East Mediterranean that suffers from Dead Zones. Greece, Turkey, and Egypt also are some of the major countries that have coastlines

Oyster Accretion O

with no ecological life present due to oil and waste products. With the porous geometries that makeup the columns, the platform is founded upon an ecological habitat and a structure that promotes marine life. MARINE FARMING CULTURE In order to enhance the relationship between the locals and the

Callable Infrastructure

water, the platform will house a variety of functions that relate to the sea and its culture. This platform houses mariculture areas, aquatic sports areas, a scuba-diving park, an aquatic plant farm, and mussels and oysters cultures. In this way a new marine farming and seaside culture will arise as it once was in the 1900s in Beirut and Beirut will function as a strong marine sea-scale growing city. [Fig 3.] Diagrams showing marine farming

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[Fig 4.] Fish Farm in Shanghai

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5.4 CONCLUSION

CONCLUSION After a careful analysis of different artificial reefs to create porous geometries that simulate ecological habitats that form the structure for the platform via that columns, a platform is formed to allow for an urban growth to occur that is carried over a span of time. The expanding land now serves as a haven that acts not only as a valuable asset for the city, but also a central area of connection to the water and greenery. There is a huge lack of green space in Beirut and it was a goal in the project to increase the green space and to provide the necessary tools for a healthy marine environment to emerge from the existing tarnished dead coastal zone. In the conclusion of this project the platform has extended the green ratio to provide for a healthy living condition for the city of Beirut. The geometries used and their arrangements in the columns have provided the right means for marine habitats to flourish and grow. In conclusion, the growing city will expand in a healthy and thriving form that will provide ecological marine health and healthy urban conditions.

REFERENCES [fig 1] Mr. Antoine Frem of Indevco Group. “Jounieh 1909.” Municipality Board Members Jounieh. photograph. 1953 [fig 2] “Jounieh Bay Fisheye (4012270469)” by Serge Melki from Indianapolis, USA - Jounieh Bay FisheyeUploaded by russavia. Licensed under Creative Commons Attribution 2.0 via Wikimedia Commons - http://commons.wikimedia.org/wiki/File:Jounieh_Bay_ Fisheye_(4012270469).jpg#mediaviewer/File:Jounieh_Bay_Fisheye_(4012270469).jpg [Fig 3] OceanConservancy “Environmentally Responsible Aquaculture”. OceanConservancy. Start at the Sea. 2009 [Fig 4] Ivan Walsh, “Fish Farming in Shanghai”. 21st Century Challenges, RGS-IBG Royal Geographical Society with the Institute of British Geographers, 2008- 2014

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6.0 EVALUATION The thesis was to develop a system that analyzed current land reclamation, wave-breaking techniques, and artificial reef geometries. It was a critical account of current engineering and urban approaches to land development in the sea. It took a investigative approach to quantifying a relationship between geometries, velocity, and sedimentation. The project took a system of differentiated geometrical configurations, each with a different function, and organized them in a way that would allow for a desired outcome. This outcome provided for the projectâ&#x20AC;&#x2122;s interest and goal. This thesis has developed a framework for an architectural design approach and began an urban idea and a foundation for further development. The next question would be how can this become a stronger, more critical thesis? How can this project continue to grow and develop from a six month dissertation to a one year dissertation? This is a series of evaluations and critiques of the project and how it could have improved and how its ideas could continue to grow.

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6.1 FUTURE DEVELOPMENTS

OVERVIEW

many variables to take into account, so in return, it makes for an

This thesis has developed a system that has the ability to be the

extremely complex and more interesting project.

foundation for both a computational urban design and network system to grow upon. In addition, this dissertation has developed

The second relationship is what happens below the sea and what

relationships and a series of systems that work in conjunction

happens on the land. As this thesis ends with the development

to one another so that they may grow and develop over a long

of mainly what happens in the water and the foundation of design

timescale. However, how this thesis can continue to grow and

on the platform above the sea- how can a relationship evolve

develop is something to be discussed.

between these two spaces?

How the thesis can become developed into something more

It would be an exciting area to explore and investigate in terms

complex and much more interesting falls within the realm of

of relationships as the thesis’s core was centered around its

questioning the project’s specific techniques, methods, and

relationship with the water, it would be justified to make any future

systems used. This, in turn, can be developed into a longer

development of the project centered around the water as well.

research project and dissertation. FOUNDATION OF A SYSTEM DEVELOPING RELATIONSHIPS

The thesis has developed a main urban function plan to enhance

This dissertation has been through the development of building

Beirut’s existing Metropolitan city. Beirut’s existing network is

a relationship through velocity and sedimentation. Through this

extremely complex, therefore how will the platform’s network

relationship different geometries and boundary shapes have

begin to grow and expand in relation to time and functions? The

formed in order to give a foundation for a design. If continued,

next point in this thesis would be how to design buildings that

this thesis could develop several more relationships that would

would have a relationship with a network and the existing system

make for a stronger design and a stronger proposal.

in conjunction with how people might interact with them.

One of the relationships would could have been developed

There are many different historical cities one could begin to

stronger is the relationship of time. Time is a difficult parameter

investigate when planning the network of the city the growing land

to design with, especially in an environment of that of a coastal

mass of the extension. For example, one could relate to canal

sea; however, if all design and decisions were done with relation

system like Venice in which the water becomes part of the network

to time it may have been a stronger timescale thesis and a much

and the network in return becomes part of a larger system and a

more evolutionary movement over the 200 years of design.

tool that is being used to protect the land. One could also look at the Netherlands who created a whole infrastructure of canals and

In this proposal as time grows, land grows: and how would the

man made dikes, flood gates, and dams to work with the water to

urban development reflect this? How would the network reflect

protect their cities. The next step would be how the growing city

this? How would the different functions change in relation to

on the growing land mass begins to work with the water rather to

all these parameter shifts in constant time change? There are

protect it rather than against it.

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TECHNIQUES AND METHODS Different techniques and methodologies were used throughout the project. There was a comparison between a physical and a digital analysis, CFD analysis, the building of physical models to test flow of sedimentation, and cellular packing techniques. It may be interesting to do further exploration of more techniques and methods and a further critique of whether the current design techniques and processes used in this project were used appropriately.

There are many methods and physical models

available to continue to test and compare outcomes. This would verify that the tests were conclusive and that the information was correct. There were many relationships informed by the tests that were based upon limited data, and as a result it would give a more accurate and stronger project if stronger information could have informed design decisions. CONCLUSION This was a six month thesis and it was able to develop a differentiated system that grew through relationships and created a foundation for a much larger system and has the possibility to continue to grow further if this thesis were to continue onto a M.ARCH. The evaluation is how the project could develop into a deeper and more enriched project through personal and tutorial comments. It is a critique on the techniques used, the system itself, the final presentation and the final product.

3D printed model in physical wave tank to study sedimentation

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6.2 PROJECT EVALUATIONS

CRITIQUING EXISTING TECHNIQUES

into a more intricate dissertation that combines several different

This thesis studied existing design techniques used in a multitude

techniques and methods across a plethora of fields in architecture

of different fields with a focus on mainly three. The first is land

and engineering and implementing them into a single project.

reclamation.

There was a critical evaluation of where land

reclamation methods failed and where they were successful. From

LIMITATIONS

there the thesis began to build upon and create a new approach to

Every project is confronted with different limitations, and how

the existing system. The difficulty of this was that the techniques

a project conquers those limitations proves how successful a

currently used were sometimes inexpensive and using a cheap

project is. Both physical and digital models were used within this

material (sand) so coming up with a new technique that provided

dissertation, however, there were two main limitations: time and

a beneficial supplement in the design would be significant.

resources.

That is why investigating the two other techniques were crucial

With the massive amounts of data needed to run the fluid

in the design: the wave-breaker and the artificial reefs.

simulations throughout the project, it took hours to days to run

understanding how both of these two elements worked and how

a single test to sometimes gain a minuet amount of data as a

their designs were affected by the water, the team was able to

result. Sometimes it took a week to gain enough data to begin

move forward with informed design decisions.

to catalogue the outcomes and to evaluate and develop the relationships. This can be a critique in the methodology; the goal,

Each of these different techniques were tested in the domain.

on the other hand, was to gain relationships between geometries

The artificial reefs were too complex and that is why the team

and flow.

moved onto testing more simpler geometries which worked in the projectâ&#x20AC;&#x2122;s favor in understanding the effect different geometries

This time taken sometimes was needed to inform the next step

have on the flow of water.

in the design process and, in effect, hindered the quality of the process and the final product. As previously mentioned, sometimes

COMBINING TECHNIQUES

there was no data that came from the tests and sometimes a

The thesis was successful in that it was able to combine a

secondary test had to be developed to compare. This was the

multitude of different fields together. It combined wave-breaking

case in developing the physical test, which was designed in order

geometries, artificial reefs, and land reclamation techniques into

to conclude the digital tests as correct.

one in order create a system that would have the ability to become a growing urban system on a continuously growing land mass.

The tests and methods consisted of a lot of trial and error to ensure the results were in accordance to the supplied research data.

This growing system is complex and combined together two or

The lack of digital tools and software thus constrained the time

more existing techniques or models to produce a new approach

of the project. Fortunately, the project proceeded and created a

to urban land development. The relationship between the two

successful outcome and a foundation for a future exploration.

growing systems (the land and the network) could be developed

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MONOLITHIC SYSTEM

of generating design solutions for multi-parameter optimization

The system that developed was made up of numerous relationships,

and other scientific methods such as CFD analysis and physical

each informing one another. However, it could have been more

wave simulation. The thesis became a comparative analysis of

apparent if each system derived directly from each other instead

current techniques and how they could be used in the future of

of simply being part of each other.

design.

One mistake was that the project proceeded in a linear work flow.

The future implications of such a study is the critical study of

The columns and the global form developed separately instead of

different fields and the attempt to combine them through design

a union. The entire system would have been more monolithic if

using limited resources. Through comparative data, a system

each system had a direct relationship to each other and informed

was developed in order to create a framework for a growing

one another.

sedimentation system using an array of geometrical columns and an established system of relationships.

The system that developed under the platform (the columns and the marine ecosystem) should have a direct relationship to the network and the system that exists upon the platform and the platform itself. It would have developed into a deeper project if each system had a direct relationship to the next and if each was not an individual system but instead all the pieces acted as a monolithic system informed by a set of parameters. FUTURE IMPLICATIONS Over time and immediately, the system would provide a performance and environmental phenomena. The thesis was an investigation into exploring a new land reclamation technique that would allow for ecological growth and provide for wave breaking abilities if necessary. It covered a multitude of fields and was an attempt to question the current land reclamation practices and combine them with other practices in a way that has not been done before. The result was through building relationships with sedimentation and velocity using physical and digital techniques. It used methods

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6.3 JURY COMMENTS

MISREPRESENTATION

NEED MORE DESIGN

Critic: Eduardo Rico | George Jeronimidis

Critic: Manja Van de Worp

When giving the presentation there was a misrepresentation and

Because of the irregular shape that came out of the genetic

miscommunication of the project. The graphics and the diagrams

algorithm for the column distribution boundary, there were

in which presented the project made the methodology and the

comments made about how harsh the form was. There is a point

strategy of the project confusing for the jurors to comprehend and

a designer must step up and be a designer and ask if this is what

understand.

you want and take control of what the computer shoots out.

In the presentation there was a misrepresentation in the columnsâ&#x20AC;&#x2122;

It was felt that being a highly engineering project, the team took

boundary. The boundary looked as the final solid platform as

what the computer gave and accepted it instead of taking the

oppose to a developable shape. This made the presentation

information and made an informative design decision based upon

confusing and took away from the feedback as some of the

that data. As a result some of the decisions felt somewhat forced

allocated minutes were spent explaining the project in further

upon.

detail that really shouldnâ&#x20AC;&#x2122;t have needed more explanation. The idea is that the computer should not be the designer and as This shown the importance of representation of ideas. That the

designers you should not completely rely on the computer. One

shapes read as something solid, as a form, instead as a boundary.

should not take whatever Galapagos/ octopus generates and

It was represented as a solid as oppose to a boundary condition

accepts it if it gives you what you do not necessarily want as a

for a category of columns to be distributed within. It is important

designer. It is the duty of a designer to design with the information

for the designer to be able to explain visually what is solid and

given and create something creative and new.

what is void. If what you receive from the computer isnâ&#x20AC;&#x2122;t what you get then there may be something wrong with either what you are doing or a step missed. One should go back and take another look at the methodologies and techniques used. Maybe there were too many parameters or maybe it was the wrong methodology. You should act as the designer and design the shape and form. With such an organic process there was such an inorganic shape.

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LARGE LEAP IN STEP

UNDERWATER DESIGN

Critic: Manja Van de Worp

Critic: Brett Steele

There was a large leap from geometries to columns and then from

The concept of tall underwater columns was something seen as

the organization of the columns to how they were distributed along

nostalgic. A poetic scene with an interesting and intriguing design

the sea bed. There was a large leap in the process of design and

made up with the slim porous concrete columns underwater.

it was felt as if something was missing. It was seen as an engineering project even though none who are It was understood about the development from simple geometries

attempting the project are engineers- we are designers. Therefore

and creating a catalogue in relation to velocity but then it became

we should be more designers and design what we are given and

confusing when it went from the geometries to the larger system

make the whole experience more enduring and fascinating then

of the columns and from columns to a larger form.

we made it to be: an engineering feat.

There was a gap in the process and she felt that there may have

We introduced with the land reclamation history of Beirut from

been something missing or something not explained to its fullest.

the north coast of Beirut, however the most relevant is the land reclamation of the airport or the south side. From there is a rich history and many cultural elements that could be taken into account of. It would be interesting to begin to bridge it.

Critic: Evan Greenberg It would be an interesting idea to integrate the system with housing. In this evolutionary way, housing and network does not become a separate system but instead becomes one system that is part of the geometries. It may also be interesting to look into underwater habitation in a way that it does not occur only above the water but also below. That people can begin to occupy both spaces and have a direct relationship with the sea level, both above and below, to witness all environments.

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6.4 CONCLUSION

CONCLUSION This dissertation is not only about geometries that cause sedimentation but it created a foundation to become something more. It was the exploration of relationships from geometries and sedimentation, velocity and form, network and topology, and all in relationship to a growing landmass over time. The aim was the creation of a land form over time that has a healthier impact on the environment then current land reclamation methods. In this way, the dissertation began to explore a new technique and method of creating land that would combine several different fields into one. This dissertation combined fields from both engineering and design. It looked at ecological habitation, urban systems, and housing growth.

The dissertation made a critical analysis of

current engineering works such as wave-breakers, artificial reefs, and land reclamation techniques.

It began to implement the

design of low density housing and how it may be implemented on a new unknown structural system. The dissertation had a strong idea of a timescale growth. A land mass that develops overtime and extends unpredictably over time. It became a question and an exploration as to how it could be controlled as a designer and how the system would respond in effect of a time span of two hundred years. Many urban systems grow and sprawl over time, however, it is rare that cities plan in such a time scale. It is time, with the earth changing and space running out, that cities like Beirut begin to plan in the grand-scheme of their life. Urban systems will need to adapt to the change in time and it has become a question of how and this dissertation has approached such a question.

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CONCLUSION With rising sea levels Beirut is in much need of land. In this thesis we have developed an aggregation of different geometries, each with a different purpose, to not only grow land in the sea over the next 100 years but to also turn a dead marine zone into a live one while protecting Beirut and the growing land from unpredictable waves. The dissertation covers a multitude of fields from engineering to urban design in a collaborative effort to create a new land development system through geometrical forms. In effect, we were able to create an array of porous columns that support an urban system that provides the city of Beirut while creating the opportunity of sedimentation and land growth over the next century.

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APPENDIX 2.0 METHODS 2.1

Lasercutting file for physical Test

3.0 RESEARCH DEVELOPMENT (GEO TO COLUMNS) 3.1 Simulation Results 4.0 DESIGN DEVELOPMENT (plan) 4.4

Distribuation Boundary Formation

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2.1 LASERCUTTING FILE

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3.1 CFD SIMULATION RESULTS - VELOCITY & ACCELEREATION

TABLE 2:

FOR GEOMETRIES 1 - 10

This table shows the velocity values (m/s) for all 10 geometries

For evaluating the geometries 1 - 10 resulting from the GA we

along 20 points on the X-axis (point number). The values highlighted

set up, we used the Autodesk software Simulation CFD 2014.

in yellow represent the velocities at which sedimentation for sand

We extracted the results shown in pages 59 - 62 of this book.

particles happens ( v < 0.4 m/s)

However, we also extracted the velocity values at the center line

The conditions of the digital test are:

of the results shown on these pages.

- inlet type: velocity (1m/s) -outlet type: pressure (0 Pa)

TABLE 1: This table shows the velocity values (m/s) for all 10 geometries

TABLE 3:

along 20 points on the X-axis (point number).

This table shows the relative acceleration values (m/s2) for all 10

The conditions of the digital test are:

geometries along 20 points on the X-axis (point number).

- inlet type: velocity (5m/s)

These values are extracted from Table 2. The acceleration is

-outlet type: pressure (0 Pa)

calculated according to the following formula: a (m/s2) = ( v2 - v1) / 1

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4.4 CASE STUDIES | TIME | PARTICAL SIZE | VELOCITY Goal: Compare Velocity, Directionality, Time-scale, and partical size of different case studies of erosion and accretion to develop

an understanding of parameters in the development of the initial form for the development of an non-intrusive landmass. Wind

GIARDINI NAXOS, ITALY The lava rocks, reaching out into the sea for a few dozen metres

26.5 P

with respect to the former shoreline, has created a lithoid promontory of strong consistency which has effectively at least partially enclosed the bay system to the South.

Swell

-18.3 P

The dominant East and North-East winds tend to generate Southward littoral currents within the bay. There is evidence of the most violent erosion in the central sector, while the eroded material is transported towards the south with a

20.71

result that a large quantity of sediments is deposited in SchisĂ˛ harbour. 00.00

The erosion of the coastline is due to the construction of the pier of the port of SchisĂ˛. In the northern sector, it is caused by the increase in urbanisation, the building of a promenade and the erection of rigid protection structures. The erosive process is also favoured by a general reduction in transported sediments.

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