4250680 final report tania valencia

8/17/2019 4250680 Final Report Tania Valencia

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Design Of A 95% Glass Climate Adapve Curved Canopy.Tania Valencia Juarez Orz 4250680 Del, The Netherlands

For obtaining the Degree of Master in Architecture, Urbanism and Building Sciences Building Technology Track

Del University of Technology

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Design Of A 95% Glass Climate Adapve Curved Canopy.

Tania Valencia Juarez Orz 4250680 Del, The NetherlandsFor obtaining the Degree of Master in Architecture, Urbanism and Building Sciences Building Technology Track

Del University of Technology

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Fig. 1.1

Eye level View of the Canopy n Context.

3dmax Render

Morphing Glass Canopy

Preface and Acknowledgements

There are many people to thank for. First of all I’d like to thank my family, specially my mother, without whom

this would not be possible, for their support and for making me feel close even though we’re so far away.

I would like to thank my tutors for their paence and support, and for all the knowledge they so kindly gave me

which is the most important thing I’m taking with me.

I would like to menon specially Professor Fred Veer who was the teacher of the rst lecture I aended to in

TU Del , from whom I have learned a lot, not only about glass but also about material science, and about the

art of glass breaking. For research, of course. I want to menon also Professor Andrew Borgart who also was

my teacher since the rst year of the Masters, and helped me see that Structural Mechanics and modelling in

IDiana is not such a hard theme. And last but not least, Professor Tillmann Klein who made this team of tutors

so complete with his accurate advise.

It’s not easy to be in a foreign country, but it’s an incredible experience, and what makes the experience so

amazing is the people you meet. I was lucky enough to make very good friends, which I will never forget, and

without them I could never have nished this. And of course, my friends in Mexico with whom I have kept in

touch.

I would also like to menon Arq. José Moyao, Arq. Miguel García Etchegaray, Ing. Antonio Ojeda, Arq. Jaime

Ruiz Alvarez, Ing Antonio Vieyra and Arq. Heliodoro Monterrubio and Lic. Lecia Malvaez who helped me

during this process.

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Contents

Purpose and Organizaon 7 Introducon

Objecve

Scope of the study

Limitaons and delimitaons

Organizaon of the document

Research designSummary

Review of the Related Material 14 Introducon Why?

History

Case Studies

Unresolved Issues

Summary

Results of the Invesgaon 18 Introducon

Structural GlassDeployable Structures

Summary

Project Design 32 Introducon

Site

Design Evoluon

Modeling

Model for FEM/Diana

Final Model Construcon

Purpose and Results of the ExperimentSummary

Conclusions and Implicaons 60 Introducon

Conclusions

Reecon

References

Appendix A 66

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Design Of A 95% Glass ClimateAdapve Curved Canopy.

idea

Building’s EnergyDemand.

problem

Material and Me-chanical Technology.

producon

Energy SavingInterior Comfort.

benets

Glass DeployableStructures

market

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Cover:

Eye level View of the Canopy closing

3dmax Render

Morphing Glass Canopy Detailed

mages on previous page from:

TU Del Corporate Presentaon Example

www.writeanadgetpaid.biz

www.shipaglass.com

London Eye Own picture

Purpose and Organizaon

Introducon

I came to The Netherlands to try to make a dierence. I was aware of the big problems in which our planet is,

and I wanted to do something about it. I wanted to learn how to design buildings that could create the energy

they used, and to nd new materials that applied to facades could solve buildings’ energy demand.

I started searching for a beer material to glass, which led me to research about building with plascs and

ETFE. I found out that ETFE and polycarbonate have many limitaons if compared to glass. I followed the next

courses of Building technology, where I learned that the way we use and reuse energy is what makes a dier-

ence.

Designing a building should no longer be about creang an emblem, thinking that it will be preserved through

history. A building should be designed as a living enty that provides shelter and comfort, through receiving

energy from the earth, and reusing it.

A building should be able to adapt and be relocated, recycled, or reused for new necessies.At the end of this great adventure, I can see glass very dierently. The love and admiraon I had for this mate-

rial is even bigger.

Glass is oen considered as not sustainable because it is related to the greenhouse eect. But glass can be

very sustainable if it is designed correctly. Glass exists in big amounts in the earth, and is 100% recyclable. The

green house eect can be transformed into energy used to heat or cool buildings. It is waterproof and trans-

parent, therefore a very good cladding material. And it behaves beer than concrete. It can be considered as

the transparent concrete of the future.

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Design Of A 95% Glass ClimateAdapve Curved Canopy.

idea

Glass EngineeringTechnology.

Research

Deployable Structures

Structural and Mechanical

Technology.

Connecon DesignFinal product

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Objecve

The objecve of this research is to nd the answer to the following Research Queson:

Is it possible to design a dismountable morphing Canopy with 95% Glass?

To be able to answer the research queson I will have to answer the following Sub-quesons:

In terms of Material Technology - Glass

What is the correct Glass Engineering Technology Design Approach?

When designing with glass which are the Basic Design Rules?

What are the characteriscs of structural glass?

What kind of glass should I use?

What kind of Glass Connecons shall I use?

In terms of Mechanics - Deployable Structures

How do they work?

How are they designed?

Structural Research

How are they Calculated?

Eye level Render of the openned Canopy

3dmax Render

Eye level Render of the clossed Canopy

3dmax Render

mages on previous page from:

ETFE facade Hamburg

FRP Zaha Hadid’s Stand Paris

Glass Munich Olympic Stadium

Glass Temperature Experiment TU Del

www.hobberman.com

TED.com Jeremy Kasdin

Zhong You.2012,Moon Structures

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Scope of the study

The two main subjects on this research will be:


Glass Engineering Technology

The project will be developed along the research through the following steps:Modeling

Sketching total project

3d modeling

Model for FEM/Diana

Glass Model

Experiment’s proposal

HDF Model 1:05

Structural Calculaons

Model for FEM/Diana

Calculaons report

Final Report

Limitaons and delimitaons

The results of this research will give informaon about the possibility of creang structural glass deployable structures,

the design of connecons and the use of glue instead of holes in glass connecons.

The door for further research on this kind of structures will be open to creang bigger structures using this mechanism,

and using glass as a structural and cladding element.

This research will not focus on Climate since it is part of an open canopy.

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Organizaon of the document

This document starts with an introductory overview of the purpose, signicance and limitaons of this re-

search.

Chapter 2 The Review of Related Material will show an overview of this research and explain the historical

evoluon of glass and deployable structures. I will show the benets of this structures and menon previousinvesgaons on this topic.

Chapter 3, Result of the Invesgaon, will be dedicated to the results of the invesgaon. It is divided in the

two main elds of this research, Deployable Structures Research and Glass Engineering Technology Research.

I will nish with a proposal for the Design.

Chapter 4, Project Design, will start with an introducon to the site, followed by the evoluon of the project. It

will show the structural assumpons, the structural calculaons, and the results of modeling for i-Diana. I will

report the experiment’s proposal and evoluon, reporng the nal glass model construcon and the results of

the experiment.

Chapter 5, Conclusions and Implicaons, will show the conclusions and recommendaons of this report.

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Research design

The research’s objecve is to answer the research queson, which will follow a path established by the set of

sub-quesons in two main subjects, Deployable Structures and Glass Engineering Technology that will help me

create and solve the design. Both subjects will be studied together and at the same me as the design evolves.

The study of deployable structures will focus on the following themes:

Kinemac ChainsScissor Hinges

Tensegrity

Mouri Foldable

Hobberman

Calatrava

Stadiums

The study of Glass Engineering Technology will focus on the following themes:

Characteriscs (Tests)

Improvements

Float glass and heat strengthened glass

Laminated PVB and Sentry Glass

Glass sizes

Water jet cung

Steel reinforced glass

Glass inserts used for connecons

Glass gluing

The design will be done at the same me as the research and will be reported through the following phases:

Project DevelopmentModeling

Structural analysis


Conclusions

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Summary

This thesis is the result of my search for new ways of building with a deep concern in the environment using

technology and material science.

Through innovaons in glass technology, we can now use oat glass that increases the tensile stress of 20N/

mm2 for normal glass to 145N/mm2 and breaks into hundreds of small fragments.

We can improve the structural safety of glass by laminang it; gluing several layers so if one breaks the other

will sll carry the loads; we can order 12m long glass from China, and we can use water-jet cung to make

holes in glass, avoiding through this the failure and strength lost by fracture when cung glass.

Currently there is the need for a new code for building with glass and it is very necessary to connue the inves-

gaon through tests to get a beer understanding of this material.

Above Picture:A perfect transparent morphing structure in Nature

Jellysh

As Inspiraon

Own Picture

Next Page Pictures:

Sanago Calatrava’s Liege Train Staon

Peter Rice’s connecons TGV Staon at L’aeroport

Charles de Gaulle

Glass Sunshading at L’aeroport Charles de Gaulle

Theo Jansen’s Bestes

ETFE Double Facade in Hamburg

Own picures.

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Chapter II

Review of Related Material

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Innovaons in Glass Engineering Technology


Material Properes

Composion and Chemical Properes

“Amorphous silica is the basis of almost all glasses; it is mixed with Na2O to make soda glass, and with B2O5 to

make borosilicate glasses, but it is the silica that gives the structure. It is for this reason that the structure itself

is called glassy, a term interchangeable with amorphous.”(Ashby et al. 2007)

“The basic molecule of glass: SIO4. Noce the negave outside of the pyramid. It is responsible for the lile

gaps in the material allowing light (photons) to pass but also responsible for the quick cracking of glass.”(Nijsse,

Rob. 2003)

Glass is made of sand, soda and chalk. Materials that exist in big amounts in Earth, and is 100% recycled. It

behaves beer than concrete at compression and can be reinforced as concrete. In theory “glass is an homo-

geneous and isotropic solid material displaying ideal, perfectly elasc behavior up to very high stresses, but in

reality its usable strength is governed by fracture mechanics and is determined by the presence of microscopic

cracks in the glass surface.” * (Smith Anthony 2005, The analysis design and tesng of an asymmetric boltedglass roof panel).

Glass is a brile material. A small crack or imperfecon within it can make the material collapse. The correct

Glass Engineering Technology design approach depends on the knowledge of the material’s properes and of

the elements that we can use to overcome its restricons and take advantage of its qualies. In the past few

years, glass has been improved through many technological advances that have made it possible for us to use

it as a load bearing material.

The main technological advances that have led us to be able to use glass structurally are:

Tempered glass and heat strengthened glass


Glass sizes

Water jet cung

Steel reinforced glass

Glass inserts used for connecons

Glass gluing

“The basic molecule of g lass: SIO4. Noce the nega-ve outside of the pyramid. It is responsible for thelile gaps in the material allowing light (photons)to pass but also responsible for the quick crackingof glass.”(Nijsse, Rob. 2003)

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Deployable Structures and Classicaon

Deployable structures are structures that can move for several reasons. This parcular study is to create a cli-

mate adapve structure but movement can be used for many other funcons as for structures that need to be

deployed in space, or constructed in space, for exibility of performance as it is in stadiums and in the future,

could be a way to construct and improve buildings.

Mechanisms

Deployable structures preform through a mechanism, therefore my rst approach to this theme is the way any

mechanism performs.

There are basic elements or “kinemac joints” that connected to rigid members, or “joints” form a mechanism,

and each can move in dierent basic ways. When we connect these basic elements into a closed linkage we

create a mechanism. The minimum mechanism that can be created is the Benne linkage that consists of four

revolute joints that combined together, have a single degree of mobility.

Scissor hinges

Scissor hinges are a very simple mechanism that can deploy long distances. They can form strong structures

that have two stable posions, one when closed and another when opened.

They have been exploited by Hoberman into the creaon of spheres that move magically from a very small

posion to a very big one. The movement can also be modied and controlled by changing the length of thepieces. The design of the hinges is basic to be able to create doubly curved structures. But there are studies

and they can be simplied into one kind of hinge for every funcon. (Allegra)

Tensegrity

Tensegrity structures are structures formed of rigid posts and tensors. They are structures made of two layers

and their stability relies on the tension of the elements. They are formed from basic geometric elements that

can be combined into al possibilies.

Tensegrity structures can also be deployed. The deployment can be achieved through the combinaon of basic

forms that can fold. Sanago Calatrava made a study of the basic deployments of these structures.

These structures are mainly combined with membranes for cladding, or need a dierent structure to hold the

cladding.Cladding with pantographs or scissor hinges have been done by Hoberman in his arch and basically is done by

transforming the scissor hinge into the cladding element.

Foldable Origami Or Miura-Ouri- Origami

Other forms of creang a foldable cladding with a rigid element is by using the rigid foldable origami or Miu-

ra-ouri. These foldable structures follow the paerns of folded paper.

Study ModelsScissor hinges can be modied to vary the move-ment into any kind of movement by just adjusngthe length of the links.

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Case Studies

Apple StoresThe Apple Stores have been a big improvement to the use of glass as a structural element for several reasons:

The use of bigger glass plates

Sentry Glass

The invenon of tanium insert conneconsIn this research I will use them as an important case study.

Glass CanopiesAs a reference on the way Glass Engineering Technology has been used in canopies, I have studied three main

projects:

The DZ Bank in Berlin’s Glass canopies

The Lincoln Center Canopies

Canlevered Bolted roof of The “Gallerie Beyeler” in Basel, Switzerland

HobermanAs inspiraon, as well as technical support, Hoberman’s patents and projects have been an important source

to this research. I made an analysis of the way these structures work and many study models.

Unresolved IssuesThere are many possibilies to connue this research. The mechanism of the structure I propose can be con-

nued into a much bigger structure, and with further study can also be improved. An interesng improvement

could be using doubly curved glass panels. It opens a new research theme by combining two dierent exisng

mechanisms and providing the opportunity to use circular overlapping plates. The hinges design proposed

could be studied further for improvement. As a variaon of the mechanism used I could propose a folding

round stair.

SummaryThis chapter introduces the focus of this research and the basic topics that will be explained more deeply in the

next chapter. It explains why the research is based on this parcular subjects, and how they aect the project.

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hp://images.apple.com/cn/retail/store/galleries/pudong/images/pudong_gallery_image5.jpg

Chapter III


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Results of the Invesgaon

Introducon

Glass Engineering TechnologyCharacteriscs (Tests)

“Glass can be very strong, much stronger than structural steel. However, because glass has a relavely low

fracture toughness, such strengths can only be achieved when it’s virtually out of defects, as a freshly drawn a

glass ber can be.” (RICE, PETER 1995. Glass Engineering Technology)

Glass ProduconGlass is normally produced by the oat process. The product obtained is annealed or oat glass. This can be

toughened to two dierent kinds of glass, fully toughened, or heat strengthened.

“Glass is toughened by heang it to about 700 degrees cengrade, then carefully cooling it using air blowers

to cool the surfaces rapidly while the center is sll viscous. The surfaces are then put into compression as the

center cools and contracts. The high surface compressive stresses are equilibrated by smaller tensile stressesacng over a greater proporon of the cross seconal area.”(Rice, Peter. 1995)

Depending on speed at which glass is cooled down the resulng stresses within the glass will vary from heat

strenghtened (cooled slowly) to fully tempered (cooled fast).

It is because of the technical advances that we can use glass structurally. But it is important to know how to

use them. In my search for the correct Glass Engineering Technology design approach a new sub-queson ap-

peared: When shall I use oat glass and when to use heat strengthened glass?

Fully Tempered Glass

“During the thermal tempering process, oat glass is heated to approximately 620−675 _C (approximately

100_C above the transformaon temperature) in a furnace and then quenched (cooled rapidly) by jets of

cold air.” (Haldimann, M., 2006) “The typical residual compressive surface stress varies between 80MPa and

150MPa for fully tempered soda lime silica glass.”

Float glass’ high tensile strength and it’s characterisc of failing into millions of small pieces made it the saf -

est opon when construcng anything above people’s heads. But “If the glass panels fail at too high a failure

stress, so many cracks form simultaneously that the stress cannot go from one layer to another layer.”(Veer,

Above Pictures.

New materials as ber reinforced polymers are

using glass ber, which provides a translucid,

semi-transparent strong polymer. An example of

this material comined in a facade with curved glass

laminate can be seen in the Elbphilharmonie Ham-

burg. Horseshoe shaped cut out glass balconiesmade of glass ber reinforced polymer GRP forthe doubly curved laminated triple glazing atthe Elbphilharmonie Hammburg.Klaus Lother. Glass tuning forks and curvedglass panes, Intelligent Glass Solutions Maga-zine.

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F A 2005) Th f L i t d H t St th d Gl id th f t i l


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F.A. 2005) Therefore; Laminated Heat Strengthened Glass can provide the safest opon in my parcular case,

but this depends on the needs and the characteriscs of the design.

Heat strengthened glass

“Heat strengthened glass is produced using the same process as for fully tempered glass, but with a lower cool-

ing rate. The residual stress and therefore the tensile strength is lower. The fracture paern of heat strength-

ened glass is similar to annealed glass, with much bigger fragments than for fully tempered glass. Used in

laminated glass elements, this large fracture paern results in a signicant post-breakage structural capacity.

As the stress gradient depends on the glass thickness and the glass must be cooled down slowly, thick glasses

(> 12mm) cannot be heat strengthened using the normal tempering process.” (Haldimann, M., 2006) “Heat

strengthened glass has a bending strength of around 80 Mpa.” (Veer, F.A. 2013, AR105 TU Del)


A laminate is made of 2 or more glass planes (annealed, heat strengthened or oated) welded together with a

sheet of PVB or Sentry Glass or a resin. Sentry Glass is resistant to higher temperatures than PVB. If the glass

will be where the temperatures are higher than 30 degrees Celsius Sentry Glass is recommended. The combi-naon for thicknesses can be any kind, according to the design and availability.

There is the possibility to apply IR or temperature coangs between the laminates to provide with less solar

absorpon or re resistance.

“Laminated glass is of major interest in structural applicaons. Even though tempering reduces the me de -

pendence of the strength and improves the structural capacity of glass, it is sll a brile material. Laminaon

of a transparent plasc lm between two or more at glass panes enables a signicant improvement of the

post breakage behavior: aer breakage, the glass fragments adhere to the lm so that a certain remaining

structural capacity is obtained as the glass fragments ‘arch’ or lock in place. This capacity depends on the

fragmentaon of the glass and increases with increasing fragment size (Figure 2.12). Therefore, laminatedglass elements achieve a parcularly high remaining structural capacity when made from annealed or heat

strengthened glass that breaks into large fragments. The post-breakage behavior furthermore depends on the

interlayer material.” (Haldimann, M., 2006)

In pracce beer results can be obtained when combining heat strengthened layers with tempered layers.

Laminaon processArchitectural Record Magazine June 2014

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Glass

Advantages

Excellent Compression

Greenhouse Eect (misconcepon)

Abundant on Earth

Recyclable Transparent Concrete

Design

DisadvantagesBrile

Breaks

Pilkington Planar System Arculated Bolt

TechnologyToughening of Glass

Laminated Glass

Reinforced Glass

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Glass sizes3.21m. x 6.00m

3.30m x 8-10-17m

bigger spans relying in the strength provided by using no joints.

hp://www.apple.com/retail/havenue/

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Glass sizes


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Glass sizes

Aer its producon annealed glass is cut to a typical size of 3.12m. x 6.00m. Unl the creaon of the Apple

Stores this was the biggest size for glass, since there were no factories with a bigger size of autoclave. Nowa-

days you can order special glass sizes up to 3.30m x 8-10m. This gives the opportunity to design bigger spans

relying in the strength provided by using no joints.

Glass cung

Glass has to be cut before processing it. Aer it has been tempered of heat strengthened it can’t be cut. If glass

holes are cut by drilling, it has to be drilled simultaneously from both sides. “If the drill bits are not perfectly

coaxial the hole will have a shoulder.”(Rice, Peter. 1995) The diagrams show a typical drilling sequence and how

this problem can be eliminated.

If the glass is toughened in a vercal oven the holes will be inaccurate, therefore the glass must be toughened

in a horizontal oven.

There are two new invenons for drilling glass, one is laser cung, but this is not a very good opon since laser

heats the glass. The best opon is water jet cung.

Water jet cung

Water jet cung for glass consists on a machine that cuts glass through applying at the same me an abrasive

element as sand with a very high pressure of water. Through this invenon glass can be cut without creang

too much damage to the glass surface, and provides a sanded nish at the same me.

Steel reinforced glas

At Tu Del several tests have been performed incorporang a steel reinforcement at the top and boom of

laminated glass beams. The latest test was done with an eight meter long beam consisng of two panels of

2*12 mm heat strengthened pvb laminated glass, with a 20 mm square hollow stainless steel prole at the

edges in between.

Glass cungGlass has to be cut before processing it.cut by drillingsimultaneously from both sides

laser cung laser heats the glass.The best opon is water jet cung.

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Pictures in this page:


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This parcular beam was tested under load and presented the rst cracks at 220 kN and nally broke at 430

KN. A week aerwards it was sll standing carrying its own weight.

This parcular way of reinforcing glass increases the safety of the beam through a very slender reinforce-

ment.

This technology will be used in the design.

The beams proposed in my design will be steel reinforced, and the steel will take the tension forces of the

canlever, and will also form the slidding hinge connecons and the canlever rotang hinge.

Heat strengthened glass 8m Steel reinforced BeamTU DelBefore the testat 220 KN11 days aer breaking

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Glass Inserts used for Connecons


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Glass connecons are the fundamental design part because they must gently transmi the forces to the

glass. Recent development of tanium inserts embebbed in the laminated glass have proved to be a beer

soluton to making holes in the glass since in case of failure only one of the interlayers will break. This appar-

ently magical soluon has been designed for the Apple stores.

Glass Glueing

Due to the brile characterisc fo glass, making holes in the glass for the connecons is not the best solu-

on. The kind and strenght of the bonding that glue can provide is a much beer soluon. Special care must

be taken in the selecon of the glue, according to the design requirements, and the site’s characteriscs. The

design of the connecon is also of great importance.Above Picture:

Insert connectors Apple Store Amsterdam.

Comparave Charts of the most commonly

used transparent glues in the market.

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Hoberman’s Arch. hp://extras.mnginteracve.com/live/media/site122/2013/0604/20130604__hoberman%20arch%20go.jpg

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“Deployable structures are characterized by their rapid erecon and easy disassembly for reuse” (GANTES, C.J.

2000. Deployable Structures: Analysis And Design, Southampton, Boston, UK, WIT Press).

Deployable structures are structures that have a transformaon from a closed compact conguraon to an

open expanded conguraon, and are able to carry loads. They can adapt their shape, mechanical and physical

properes for a specic use at any me. There are two categories of deployable structures, inatable and rig-

id. The rigid deployable structures’ movement depends on a mechanism. This research will focus on the rigid

deployable structures.

Mechanisms

A mechanism consists of an assembly of rigid members joined by kinemac joints. The kinemac joints per -

form a movement and are categorized by the degrees of freedom of the movement they perform. There are

only 6 fundamental kinds of kinemac joints called lower pairs, and an innite number of higher pairs. These

were studied and published by Reuleaux (1875)

A kinemac chain of elements connected only by lower pair joints is called a linkage.

Mechanisms are categorized according to the degrees of freedom that they have. In general they all are three

dimensional, but they can be simplied in order to study them. Therefore we can say there are two basic kinds

of mechanisms, planar and spherical.

A planar mechanism is that where all trajectories are parallel to a plane, and a spherical mechanism is that

where all links or rigid elements are constrained to rotate along the same xed point in space.

There are several methods to study the kinemacal linkages but this research will only focus on the parcular

linkage of the project, a planar over-constrained linkage. It is called over-constrained because it has mobility

due to special geometry condions. See gure a four bar linkage and a planar over-constrained linkage. The

premise for this kind of linkages to have mobility is that their elements are parallelograms. In the parcular

case of the variaon used in this project the links are not parallel but radial, therefore a dierent kind of hingeis needed.

TED.com Jeremy Kasdin Flower Petal Star Shade

CIT 2014

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Example of the violaon of Kutzbach’s criterion


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Example of the violaon of Kutzbach s criterion

Constricted Double Link on which the second stage

desing is based.

Deployable Explanade Project

www.hobberman.com

Scissor Hinges Study Model

This variaon allows using the structure also

as a cladding element. The trick is to rotate

the scissor hinges and to adjust the width of

the elements to the desired nal shape, this

leads to a more economical cleaner design.

Hobberman’s Arch Patent

www.googlepatents.com

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S i Hi


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Scissor Hinges

Spanish architect Emilio Perez Pinero was the rst to build, in 1961, actually such a deployable structure in his

modem sense, using the principle of the pantograph, or scissor hinge. (GANTES, C.J. 2000. Deployable Struc-

tures: Analysis And Design, Southampton, Boston, UK, WIT Press).

The most known scissor hinges are the toys invented by Hoberman, called The Hoberman’s Sphere. This toy

is made of several scissor hinges or pantograph assembled together to obtain only one degree of freedom,

and can expand several mes its package size. Scissor hinges assembled to form a circle make a planar double

chain, and the sphere is made by a combinaon of three main planar double chains connected by three sec-

ondary planar double chains, forming 8 basic triangles. This parcular sphere has four basic dierent kinds of

hinges.

Scissor hinges can be modied to vary the movement into any kind of movement by just adjusng the length

of the links.

There is a special variaon of the scissor hinges also invented by Hoberman and exemplied in Hoberman’s

Arch. This variaon allows using the structure also as a cladding element. The trick is to rotate the scissor hing-

es and to adjust the width of the elements to the desired nal shape, this leads to a more economical cleaner

design.

Tensegrity“The concept of tensegrity was rst realized by the sculptor Kenneth Snelson, who began construcng struc-

tures in 1948 and showed them to Bucloninster Fuller. The term “tensegrity” was coined from the phrase

“tensional integrity” by Fuher, who proposed that the method could be apphed to large architectural domes.”

(GANTES, C.J. 2000. Deployable Structures: Analysis And Design, Southampton, Boston, UK, WIT Press).

Tensegrity structures separate the tensile and compressive forces into its two basic elements, resulng into a

more transparent light weigh structure. They can be used to provide any shape desired. Their folding process

has no limitaons since the tension of the cables can be adjusted. They can generate curved or straight dou-

ble-layered structures.

This research focused on a doubly-curved tensegrity system proposed where the main element is a cube

formed by four rigid elements and twelve tensors, which are not distorted by the transformaon because the

top and boom of the cube are not triangulated. The minimum combinaon of 4 cubes will have stability, and

they can be assembled in several combinaons providing the ability to transform.

Panthographs, or scissor hinges.

Zhong You.2012,Moon Structures

Tensegrity Basic module study for doubly curveddeployable structures. Ali SMAILI1, René MO-

TRO,2006. Foldable / Unfoldable Curved Tensegrity

Systems

By Finite Mechanism Acvaon, J. Iass

29

Miura-Ouri Foldable- Origami Miura-Ouri Foldable- Origami


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Stefan Trometer, Mathias Krupna; 2006.Development and Design of a Glass FoldedPlate Structure, JIASS.

The characterisc of foldable structures is that 2D panels connected with a hinge along their common joint lineform them. Their design can be originated by folding paper.

The following research done at the University of Applied Design in Munich Consists of the development of aGlass Folded Plate Structure. It relies on the stability gained by paper by folding. The analysis of a simple struc-ture was done in FEM using a simple door hinge conecon with two variants, clamped and with an insert onthe glass laminate.

30

Stadiums


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Stadiums

Stadiums are the most common used depliable structures and a very good design source but at a very big

scale. Applied to this parcular research, the most interesng feature about stadiums are the guidelines for

performance, which can be used with some adaptaons to the design of any depliable structure.

Guidelines for Structural Design of Retractable Roof Structures.

Architectural Consideraons. Structural Design Consideraons.

Safety in conversion Load

Degree of openness Wind Load

Speed Seismic eects

Flexibility of space Snow Load

Eect of wind on retracted roof Dynamic eects

Occupancy environment Thermal eects

Fire safety Skew eect

Consideraon of building type Water proong

Economic eciency

Operability management Mechanism

Cost Driving Mechanism

There must be a Disaster Prevenon Plan, as well as a maintenance plan.

Wembley StadiumThe two lateral structures of the cover slide toopen and close.www.wembleystadium.com

31


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Chapter IV

The Design

Eye level Render of the clossed Canopy

3dmax Render

32

The city of Tulum


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- Late Post-Classic Mayan Period

1200-1521 A.C.

- Surrounded by a 5m tall wall &

Coral Reef

- sun and the Sea.- Museum located outside the ar-

chaeological site’s walls.

33

Project DesignPrevious Page Images:

Satelite Image of Quintana Roo, México.


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Introducon

The site chosen for this project was at the entrance of an archeological museum in the ancient ruins of Tu -

lum, in Quintana Roo, México. The reason for choosing this parcular site was to deal with the challenge of a

sustainable glass structure in a very hot place, and to take advantage of the transparent property of glass to

respect the ruins, and not interfere with it’s beauty. The canopy will protect form the rain and wind, but will

be able to fold when it’s too hot.

Site

The city of Tulum belongs to the Late Post-Classic Mayan Period (1200-1521 A.C.), and was probably sll inhab-

ited during the Spanish invasion. It was surrounded by a 5m tall wall on three sides and by the second largest

Coral Reef in the Caribbean Sea on the fourth side. The main building called the Castle was built in a cli and

in line with the sun and the Sea.

The city was abandoned aer the Spanish invasion and covered by the jungle. Now it is an important arche -

ological site, which doesn’t have a museum. This project will be a part of the museum, located outside the

archeological site’s walls.

Nowadays it is an important turisc site. It is 1 hour drive away from Cancún along the coast of the Caribean

Sea. Although The Caribean is a hurricane region this area is protected by Cozumel Island and Cancún Island.

It is rare, but possible to have hurricanes in Tulúm.

Satelite Image of Quintana Roo, México.

WWW.googlemaps.com

Aerial View of the Ancient Ruins of TulumConcurso Internacional Arquine 2008.www.arquine.com

Topographc Map of the city of Tulúm.

Concurso Internacional Arquine 2008.www.arquine.com

Next Page Images:Temperature and rain annual reports for Quin-tana Roo. Servicio Meteorológico del Estado deQuintana Roo, México.

34

Challenge:• A glass structure in a hot


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A glass structure in a hot

and humid place

• Respect the ruins

• Protect from the rain and

wind

35

First StageCanlevered Scissor hinge

Lessons Learned


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Lessons Learned

The tensors had to be adjustedThe scissor hinge woks beer as a selfsupported structure.

SecondStage2 Main Beams

Lessons Learned

The second beam had to supported.The canlevered hinge had to be de-signed.

ThirdStage2 Main Rotang Beams

Lessons LearnedThe canlever was solved by clampingthe rotang beams and using a ball bear-ing.

36

Second Stage 3D Top Views

The movement was induced by an actuatorl l h i b h iddl l


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Second StageSequence of the animaon

paralel to the main beam on the middle glassplate connector. The main beam remainssteady while the movement rotates aroundeach of the principal hinges of this beam.The only aw in this stage is that the wholestructure remains cantilevered.

There was no problem with the mechanism inthis version.

37

Design Evoluon


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The design rst started as a combinaon of linear over-constrained link with a scissor hinge that provided the

possibility to create a curved structure. The canopy would be supported by a main curved beam and a series

of tensors connecng the second beam to the scissor hinge.

As I studied the model for solving this idea with Glass Engineering Technology, the scissor hinge resulted to be

a bad soluon for this material. Therefore I tried to s implify it. The second approach was to use two secondarybeams, to which the overlapping panels were connected, and were carried by a main beam. This opon simpli-

ed the design because the scissor hinge was substuted by a series of sliding hinges in the second beam, and

the tensors were no longer needed. But there was an important issue to solve, the main beam had to rotate

on its support to provide the movement, and this generated several problems on the canlevered structure.

The nal design is the soluon to these problems by changing the posion of the supports and balancing the

canlevered beams with a mirrored structure. The rst idea is respected, and the mechanism remains the

same, but two columns replac e the main beam, and the two secondary beams provide the movement.

Modeling

This research followed two types of modeling: Computer generated modeling, and hand made scale models

that prove the proposed mechanisms would work.

Sketching total project

First Approach

The rst approach was to combine a series of hinges along a circular beam with a scissor hinge hanging from

cables that would create the intended folding rotaon of the panels.

This soluon was working but resulted too complicated for the material. Therefore the second step was to

simplify it.

38

Simplicaon


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A series of study models were done to un-

derstand the intended movement and how

to solve it.

Two versions were made to have a simplysliding canlevered glass plate.

Further study of the movement need on

the scissor hinge led to a nal soluon, a

sliding hinge along a second beam.

The canlever was sll not solved since the

forces generated on the secondary beamswere too strong for a moving structure.

Simplicaon

Models

Canlevered Scissor hinge Sliding Canlever

Modied Scissor hinge Needed to be restricted

Three beams An external beam

39

Final Soluon


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Further study on the movement and the

opons to balance the canlever led to a

nal soluon.

Final ProposalView of the Plaza

Final ProposalView of one module

Final ProposalView of the Complex- Open

Final ProposalView of the Complex- Closed

40


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Final ProposalView of the Complex

Sequence of the animaon

41

3d modeling

h l f h d l ll b


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The last part of the modeling will be to cre-

ate a scale glass model therefore a scale

MDF model was made. This will serve as

paerns to cut the real glass, and need to

be very precise that are the reason why

they were made by lassercung. Very pre-cise drawing of each mold were drawn in

autocad from the 3d model in real shape

and magnitude, and sent to laser-cung,

as would be in real life if this were cut by

water-jet cung.

42

Environmental


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Consideraons

Heat and moisture

1. 2% slope

2. Vindico Glass Coang

3. High Reectance Coang90%

4. Above 30 C Sentry Glass In-

terlayer

5. 3cm glass plate + Fourth lay-

er added for redundancy.

6mm

.9mm

12mm

.9mm

12mm

.9mm6mm

At higher temperature levels strength and sness

of the interlayer decrease.

12

3

4

5

43

Model for FEM/Diana

Th d l d f FEM l l h t b 3d i li d d i f th 3d d l it lf A l i


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The model done for FEM calculaons has to be a 3d simplied drawing of the 3d model itself. A volume is

drawn as a surface, and a beam or column is drawn as a line. This way we can vary the secons of the beams

or columns aer the calculaons, if necessary, to connue with the design process.

Model for FEM/Diana

Diana Calculaons

The approach to the structural design with glass can be very similar to the design with concrete. “These mate-

rials are brile, weak in tension and strong in compression. Float glass, being non-porous, really having prop-

eres like an extreme ultra high performance concrete.” (Veer, F.A. 2005. 10 Years of ZAPPI Research

Del University of Technology, www.zappi.bk.tudel.nl)

Preliminary Structural Design

Structural Assumpons

The rst approach to the analysis is to do some hand calculaons to determine the approximate thickness

required for the glass plates. These were done following the codes for building in the Caribbean. Generally

in Mexico the codes for Miami are taken since they have the same condions. The main forces are the wind

forces in case of a hurricane. The predominant winds in Tulum are from the southeast, which in the case of the

circular structure are considered negave in the z axis.

The result was a 3cm glass plate. From this thickness a third layer is added for redundancy, in case any of the

other layers breaks. The middle layer is always the thicker, leaving two equal layers of 8mm. of the top and

boom layers, with a 12mm. layer in between. The design of the middle layer will be reinforced in the areasaround the circular tanium insert connecons and the edges, and will be water jet cut with a paern to lower

the weight of the glass.

44

FEM Input

Mesh Creang


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A simplied version of the model is created

for the analysis, specifying materials, phys-

ical properes and forces.

The gure shows the mesh created with

the materials applied. The beams are steel

reinforced on the top and boom layers for

safety and to take in the mechanism.

FEM Input

Physical Properes

The physical properes are specied for

every dierent set of elements created.

45

For the iDiana FEM calculaons a 3cm glass thickness is considered, for the glass plates as well as for the rein-

forced circular glass beams.

LC2 Wind


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The glass beams will consist of a top and boom u secon steel reinforcement that will hold the mechanism of

the sliding hinges, and will hold the glass structure in case of failure. The dimensioning of the beams was with

the rule of thumb as with dimensioning with concrete 1/10 of the length and the beam relaon 1:2.

FEM i Diana Results

The analysis is made with three dierent load-cases:

Load-case 1: dead weight

Load-case 2: wind load

Load-case 3: dead weight + wind load

The Results are analyzed and obtained for the following forces:

Nodal Displacements global

(Global) Support reacons global

Element Normal stresses (top, middle, buom sufaces)

(Local) Shear stresses (top, middle, buom sufaces)

Principal stresses (top, middle, buom sufaces)

Distributed forces

Shear forces

Bending moment

LC1 Gravity

Tension

Compression

Moment

Forces

46

Peaks

S1 max = 104 MPa

FEM ResultsTension Stress


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Top

S1 max = 5.61 MPa

Middle

S1 max = 4.92 MPa

Boom

S1 max = 11.3 MPa

Principal

Stress

Tension

+

Tension

+

Compression

-

S1 S2 S3Annealed 20 6 200

HS 40 40 200

FT 80 80 200

47


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top mid buttom top mid buttom top mid buttom

S1 principal stresses 1* max 16 2 7 104 52 66 104 52 66

min 0 0 0 0 0 0 0 0 0

glass plate 1 max 38 7 41

min 0 0 0

S2 principal stresses 2 max 7 0 0 7 3 11 14 3 11

min 0 0 -7 -14 -4 -7 -14 -4 -14


min -2 0 -14

S3 principal stresses 3** max 0 0 0 0 0 0 0 0 0

min -7 -2 -16 -65 -148 -117 -65 -148 -116


min -39 -6 -37

Case 1 Case2 Case3

Top

S1 max = 37.5 MPa

Middle

S1 max = 6.72 MPa

Boom

S1 max = 40.5 MPa

48

Tension Stress

In this gure we can see that the behav-


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g

ior of the stresses is very low and within

the parameters. The maximum stresses for

Heat strengthened glass should be 40 MPa.

49

The results are compared in a ghaph and reported in a chart for the three cases, and in the case of the stresses

they are obtained for top, middle and boom layers on the surfaces. A special data is obtained for the crical

glass plate 1 located on top of the columns. For each idiana result please refer to Appendix A.

Maximum displacement: 53 mm


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Nodal Displacements global

displa

top mid buttom top mid buttom top mid buttomDTX displacements global x-direction max 0 0 0

min 0 -8 -8DTY displacements global y-direction max 0 22 22

min 0 0 0DTZ displacements global z-direction max 0 5 4

min -1 -49 -49

RESDTX resul lt ing d isplacements max 1 53 53min 0 0 0

Case 1 Case2 Case3

50

Support reacons globalMaximum support reacon: 13700 NMinimum support reacon: -13700 N


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supreac


FBX support reactions global x-direction max 6 113 108min -6 -113 -108

FBY support reactions global y-direction max 0 643 642

min 0 -643 -642FBZ support reactions global z-direction max -762 -10400 -11100

min -2540 -11200 -13700RESFBX resullting support reactions max 2540 11200 13700

min 762 10400 11200

Case 1 Case2 Case3

51

Normal and shear stresses (top, middle, buom sufaces)Maximum Normal Stress: 61 NMinimum Normal Stress: -113 N

Maximum Shear Stress: 23 NMinimum Shear Stress: -20 N


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top mid buttom top mid buttom top mid buttomSXX normal stresses x-plane max 15 1 6 93 48 61 93 48 61

min -6 -2 -15 -63 -145 -113 -63 -145 -113glass plate 1 max 30 1 17

min -16 0 -29

SYY normal stresses y-plane max 7 0 0 31 6 25 31 6 25min 0 0 -7 -41 -20 -31 -41 -20 -31

glass plate 1 max 21 0 16min -15 0 -21

SXY shear stresses x/y-plane max 3 0 3 20 13 22 20 13 23min -3 0 -3 -22 -12 -20 -23 -12 -20


min -23 0 -10SXZ shear stresses x/z-plane max 1 1 1 8 4 7 8 4 7

min -2 -2 -2 -34 -30 -26 -34 -30 -26

glass plate 1 max 3 3 3min -4 -4 -4

SYZ shear stresses y/z-plane max 1 1 1 6 6 6 6 6 6min -1 -1 -1 -6 -6 -6 -6 -6 -6

glass plate 1 max 4 4 4min -6 -6 -6

Case 1 Case2 Case3

52

Distributed and shear forcesMaximum Shear Force: 125 NMinimum Shear Force: -185 N

Maximum Distributed Force: 186 NMinimum Distributed Force: -611 N


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NXX distributed forces x-plane max 2 130 131min -2 -129 -130

NYY distributed forces y-plane max 7 182 186min -7 -604 -611

NXY distributed forces x/y-plane max 2 97 99

min -2 -203 -203QXZ shear forces x-plane max 32 125 125

min -57 -158 -158

QYZ shear forces y-plane max 32 172 172min -33 -183 -185

Case 1 Case2 Case3

53

Bending and torcional momentsMaximum Bending Moment: 4360 NMinimum Bending Moment: -5300 N

Maximum Torcional Moment: 4620 NMinimum Torcional Moment: -4460 N


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MXX bending moment x-plane max 2180 3960 4360min -904 -5300 -5300

MYY bending moment x-plane max 446 3030 3030

min -463 -3330 -3430MXY torsional moment x-plane max 1100 4620 4620

min -8 -4460 -4460

Case 1 Case2 Case3

54


The Experiment.


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Canlevered Hinge

Hinged Connecons with the Glass Plates

Many small-scale models were made to understand the movement and the mechanism itself.

When working with a glass structure it is highly recommended to make a test model at the

biggest scale possible for safety measures.A 1:5 MDF model was made before trying to build a glass model. If the MDF model proved to

work, then the structure could ne done in glass. This assumpon is based in the characteriscs

of both materials.

The joints and the design were made as they should be used in the real scale prototype, and

this process also helped design the connecons.

The model had to be very accurate, as should be any structure built with glass, and any mech-

anism; therefore all the MDF parts were lassercut.

The Design of the Canlevered Hinge

One of the most troublesome parts of the design was the canlevered hinge. Most canlevers

use a hinge in the z axis, where it is helpful to avoid moments, but the movement I was search-

ing had to use a hinge in the x/y axis. There are very few examples of this kind of canlevered

hinge, but there are some bridges that work with this system. The soluon tried in the model

was to counterbalance the canlever with a mirrored beam and to clamp them together.

The Design of the Hinged Connecons with the Glass Plates

Due to the characteriscs of glass and to the resources available, the hinged connecons with

the glass plates had to be glued; this guided the design of the insert.

Any glass plane must be held at least in four points, or in the case of a triangle, with three55

points. The triangular shape of the glass plates asked for three points, but the mechanism

only allowed a third point in the same line between the other two supports. The small models

proved to work beer with only two support points; therefore I decided to try how this would

work. In real life the three points at least are necessary in case any of the other supports fail.


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Results from the experiment

The rst aempt was made and the whole structure proved to be very heavy for the clamps.The glue and the angles used to assemble the beams were weak and the whole structure

couldn’t take the force of it’s own weight.

The clamps supporng the beams were clamped to a desk.

The beams were assembled with bigger aluminum angles glued together with double face

tape.

Once the complete structure was assembled, it proved to be rigid enough to hold it’s own

weight.

1.- The MDF beams didn’t fail, the material proved to be s enough.

2.- The Glass Plates could be leveled with only two points just by ghtening the bolts, and the

size of the circular insert proved to be able to support the glass plates, but there was a slight

deformaon. This proved to be unstable and, therefore the need for a third point was proved.

3.- The relaonship between the size of the hole and the hinge is very important, it must be

within a millimeter smaller, if it isn’t then the connecon buckles. And, if it is too ght, the

hinge will not rotate smoothly.

4.- The tubular form of the beams proved to be correct, but it’s connecons had to be very

strong.

The glass plates could be leveled.

The glass plates could be leveled.

The glue and the connecons failed

56

Once the model was nished, there were some external problems:

The table to which it was clamped prevented one beam from canlevering. The bolts were not

cut precisely to the required height, and this obstructed the movement of the beam.


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cut precisely to the required height, and this obstructed the movement of the beam.

Tesng the Mechanism

The beams could rotate but the glue failed immediately opening the beam at the connecon

with the hinge.

The sliding hinges didn’t slide and the tension was transmied to the beams.

The structure is sll standing, but a smooth movement couldn’t be achieved.

Conclusions

The design of the canlevered hinge needed several adjustments:

1.- The beams had to be wider and the vercal elements had to be connected in between the

horizontal elements providing more support and surface of adherence.

2.- A pair of ball bearings were added at the top and boom areas of contact between the

clamp and the beam to avoid fricon.

3.- The canlevered hinge had to include reinforcements between the sliding parts.

4.- The connecons of the parts of the beams had to be increased in number and redesigned.

5.- The design of the mechanism and the sliding hinges must be checked.

Vercal connecons have to be improved.

The sliding hinges didn’t slide.

57

Glass Plates Hinge Detail


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Glass Plates Hinge Detail

1. 6mm HS Laminated Sentry Glass

2. 12mm HS Laminated Sentry Glass3. 180mm diam. Titanium connector

inserted between laminates

4. 2.5mm so aluminum ring

5. Titanium 6/8” nut

6. Titanium 6/8” spacer

7. White anodized aluminum 6/8” bolt

58

Rotang Beam Hinge Detail

1. Borosilicate Glass Cap

h d d l ” b


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2. White anodized aluminum 6” tube

3. Stainless Steel clamp

4. Stainless Steel Thrust 8”diam Ball

Bearing5. Steel u prole beam reinforcement

6. 6-12-12-6mm HS Laminated Sentry

curved Glass

7. 200mm Duran Scho glass tube

8. 180mm Duran Scho glass tube

9. 180mm Titanium connector inserted

between glass tube laminates

10. Stainless Steel Thrust 8”diam Ball

Bearing

11. So aluminum ring glass columnconnector

12. So aluminum cross spacer column

connector

13. 300mm & 304mm Duran Scho glass

tube laminated column.

1

2

4

5

7

8

94

3

6

3

11

12

13

59

Conclusions and Implicatons

Introducon


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The model didn’t work properly but it showed all the important maers that have to be considered when

building a real movable glass structure.

At the end of the design process, during the creaon of the nal aminaon I realized that the path of the slidinghinges was no longer a straight line as in the second stage model, as I changed the supports and direcon of

the movement, also the paths changed. That was the most important reazon why the model failed.

As we modify the characteriscs of members in a mechanism, there is an innite number of dierent move-

ments that it can produce. There are some sowares to analyze mechanisms, Mathemaca is an example of

them. I would recomend using those tools to be certain about the trayectory of the members.

If we had built the model in glass, the glue would have been stronger, but there would have been important

stresses due to the inaccuracy of the trayectories.

The connecons are the most important feature to design in this kind of structures and building a model is veryhelpful to see the way the perform.

Conclusions

The answer to the research queson is yes, it is possible to design a 95% glass climate adapve curved canopy,

and the results of the idiana calculaons prove this.

The design of a canlevered hinge as the one analysed has many problems that can be solved with the ball-

bearing and the clamps, but as it is a crucial part of the structure, I would like to study other design possibilies.

The beams were designed using steel reinforcement at the top and at the boom, but it would be possible to

design the boom with glass because they are taking the compression forces.

To the sub queson, when designing with glass which are the Basic Design Rules? The answer relies on

teamwork between designers and industry, having a clear and analyzable load analysis of the design where

60

SafetyConsideraons


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Column Proteconfurther study

Trial on site

construconfurther study

Mechanism

further study

MaintenancePlan

further study

Third Insertfurther study

61

the stressess in the glass can be predicted, using exible and absorbing supports that can avoid any contact

between the glass and glass or hard metals.

As part of my conclusions I propose several safety consideraons for this pacular project:

Safety Consideraons


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Safety Consideraons.

Some further safety consideraons must be menoned.

The glass columns must have a protecon against collion.

A trial version of the canopy must be tested in site to create a maintenance plan for all the parts.

A third support must be added to each glass pane. Some drawing have been done for this proposal, but re-

quire further study.

A study of the trayectory of the mechanism must be done with mechanica or a similar soware.

A maintenance plan should be strictly followed during operaon.

62

ReeconProduct process planning

Diagrams and sketches

There is a very close Relaonship between the research and the design in both aspects the structural and the

material choice. My choice of approach to the design of a deployable structure was to do research models of

th ibl t t Th h thi I ld d t d h h t f th h i k d l


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the possible structures. Through this I could understand how each part of the mechanism work, and analyze

how dierent combinaon of parts give dierent mechanisms. But many of these mechanisms are already

designed and have a patent; therefore, it is very important to research what has already been done before

designing.

Referring to the main topic of my thesis, Glass research, it was crucial to be informed of the latest advances

achieved using this material, because the design with Glass Engineering Technology has changed drascally

the past 30 years. My intenon is to use glass structurally and not just hang it from the structure.

The design also inuenced my re search and enriched it with the soluon to every challenge found along

the way. A very good example for this is the design of the connecons and the beams. In the rst part of the

research the design soluon was to combine a linear link with a scissor hinge that allowed the curve of the

design. This soluon was structurally too complicated to solve with glass elements therefore I analyzed other

possibilies to simplify the design. The result was to create a planar linkage resng in two rotang beams.

Relaonship between the theme of studio and the case study chosen (locaon/object)The design will be situated in Tulum, Quintana Roo, Mexico. The reason to chose this locaon was to address

the climate condions with an adaptable structure. The canopy can open and close depending on the climate

condions. Transparency of glass will also play an important rail on the locaon. It will protect from the weath-

er but it will not interfere with the view of the jungle and the pyramid.

Relaonship between the methodological line of approach of the studio and the method chosen by the stu -

dent

Relaonship between the project and the wider social context.

My intenon in a social context is to provide a building that will only provide a service. It will be able to adapt,

and be reused or recycled. Historic buildings already exist in the site and with its transparency it won’t interfere

with the historical environment. It respects the exisng architecture and camouages within it.

63

References

Glass Engineering Technology:

www.glassles.com

Veer, F.A. 2005. 10 Years of ZAPPI Research Del University of Technology, www.zappi.bk.tudel.nl


64/215

Smith, Anthony 2005. The Analysis Design And Tesng Of An Asymmetric Bolted Glass Roof Panel.

Nijsse, Rob 2003. Glass in Structures

RICE, PETER 1995. Structural glass

Peter Rice / by André Brown

Author: Brown, André

Publish date: 2001

F.P.,Bos 2011. Safety Concepts in Structural Glass Engineering. Towards an Integrated Approach TU Del, Neth-

erlands, 2009.

Haldimann, M., Fracture Strength of Structural Glass Elements – Analycal and numerical modeling, tesng

and design, Thèse No 3671, Ecole Polytechnique Fédérale de Lausanne (EPFL), Switzerland, 2006.

Professor Fred Veer. AR105 Technoledge Lectures TU Del


IASS

www.iass.com

INTERNATIONAL ASSOCIATION FOR SHELL AND SPATIAL STRUCTURES 2000. Structural design of retractable

roof structures, Southampton, Boston, UK, WIT Press

GANTES, C.J. 2000. Deployable Structures: Analysis And Design, Southampton, Boston, UK, WIT Press

64

ZUK, WILLIAM 1970. Kinec architecture

Kinec architectures and geotexle installaons

Author: Beesley, Philip

Publish date: 2010

Moon structures : deployable structural assemblies of mechanisms


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Moon structures : deployable structural assemblies of mechanisms

Author: You, Zhong

Publish date: 2012

Ali SMAILI1, René MOTRO,2006. Foldable / Unfoldable Curved Tensegrity Systems

By Finite Mechanism Acvaon, Journal Of The Internaonal Associaon For Shell And Spaal

Structures: J. Iass

Jansen, Theo 2007. De Grote Fantast

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Apendix A

FEM i Diana Results

The analysis is made with three dierent load cases:


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The analysis is made with three dierent load-cases:

Load-case 1: dead weightLoad-case 2: wind load

Load-case 3: dead weight + wind load

The Results are analyzed and obtained for the following forces:

Nodal p.

(Global)

Element

(Local)

Displacements global

Support reactions global

Normal and shear stresses (top, middle, buttom sufaces)

Principal stresses (top, middle, buttom sufaces)

Glass plates

Normal and shear stresses (top, middle, buttom sufaces)

Principal stresses (top, middle, buttom sufaces)

Distributed forces

Bending moment

001

018

030

075

102

117

125

141

Design of a Climate Adaptive Curved Canopy

Appendix A FEM Results


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Design of a Climate Adaptive Curved CanopyAppendix A FEM Results


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Appendix A FEMResults


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8/17/2019 4250680 Final Report

4250680 final report tania valencia

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