This presentation is an attempt of a comprehensive study about Gridshell Structures.To understand the structure and it's principles we are going to take a look at it's definition. advantages, form development,materials, construction process and joint connections In order to gain a better understanding of the structure, existing Gridshells have been analysed and studied in depth. Structures Analysed are The Savill Building, Mannheim Multihalle and Centre Pompidou Metz.

1. GRIDSHELL STRUCTURES

2. INTRODUCTION
PRECEDENCE
IN ORDER TO GAIN A BETTER UNDERSTANDING OF
THE STRUCTURE EXISTING GRIDSHELLS HAVE
BEEN ANALYSED AND STUDIED IN DEPTH
STRUCTURES TO BE ANALYZED
SAVILL BUILDING
MANNHEIM MULTIHALLE
CENTRE POMPIDOUE METZ
02
STRUCTURAL ANALYSIS
THIS PRESENTATION IS AN ATTEMPT OF A
COMPREHENSIVE STUDY ABOUT GRID SHELL
STRUCTURES
TO UNDERSTAND THE STRUCTURE AND IT’S
PRINCIPLES WE ARE GOING TO TAKE A LOOK AT
DEFINITION & ITS ADAVANTAGES
FORM DEVELPOMENT
MATERIALS
CONSTRUCTION PROCESS
JOINT CONNECTIONS
01

3. STRUCTURAL ANALYSIS
01

4. NATURAL SHELLS
THE TERM SHELL IS USED TO DESCRIBE THE STRCTURES WHICH POSES STRENGTH AND RIGITY DUE TO ITS THIN, NATURAL AND CURVED FORM.
A SHELL STRUCTURE IS A THIN CURVED MEMBRANCE OR SLAB USUALLY OF REINFORCED CONCRETE THAT FUNCTIONS BOTH AS A STRUCTURE AND A COVERING.
NATURAL FORMS OF SHELLS INCLUDE SEA SHELLS, EGG SHELLS, HUMAN SKELETONS, SHELLS OF TORTISE AND EVEN NUT SHELLS.

5. DEFINITION OF GRID SHELLS
THE TERM GRID SHELL IS DEFINED MORE RECENTLY AS “A STRUCTURE
WITH THE SHAPE AND STRENGTH OF A DOUBLE CURVATURE SHELL, BUT
MADE OF A GRID INSTEAD OF A SOLID SURFACE. THESE STRUCTURES CAN
CROSS LARGE SPANS WITH VERY FEW MATERIAL.
THEY CAN BE MADE OF ANY KIND OF MATERIAL - STEEL, ALUMINUM,
WOOD OR EVEN CARDBOARD TUBES”
A GRID SHELL IS DEFINED TO BE A LONG SPAN STRUCTURE COMPRISED OF
A NETWORK OF MEMBERS CREATING THE SINGLE LAYER “GRID” THAT
FORMS THE CURVED SURFACE “SHELL”.
GRID SHELL STRUCTURAL SYSTEMS ARE ANOTHER MEANS TO MINIMIZE
THE VISUAL MASS OF STRUCTURE.
THESE INNOVATIVE SPACE-FRAME STRUCTURES DERIVE THEIR STRENGTH
FROM HAVING DOUBLE CURVATURE IN THEIR OVERALL SHAPE
THEY CAN BE USED IN VERTICAL AND OVERHEAD APPLICATIONS, AS WELL
AS TO FORM COMPLETE BUILDING ENCLOSURES.
UNIQUE CONFIGURATIONS CAN BE VAULTED, DOMED AND DOUBLE-CURVED.
SYSTEMS CAN BE WELDED, BOLT UP, OR A COMBINATION OF EACH.

6. ABOUT THE STRUCTURE
TRI DIMENSIONAL
SURFACES
RESIST LOADS THROUGH
THEIR GEOMETRY
SELF SUPPORTED
STRUCTURES
NO ADDITIONAL
FRAMS OR COLUMNS NEEDED
01 02 03 04

7. ADVANTAGES OF GRID SHELLS
GRID SHELLS ARE AN EFFICIENT MEANS OF SPANNING SPACE. THEY HAVE BEEN
USED TO COVER BOTH EXISTING SPACES SUCH AS THE CABOT CIRCUS
THE BENEFITS OF USING A GRID SHELL COMPARED TO EITHER THE CONVENTIONAL
SLAB AND FRAME SYSTEM OR THE CONTINUOUS SHELL ARE BOTH AESTHETICAL
AND STRUCTURAL
GRID SHELLS CREATE DRAMATIC SPACES BY PULLING THE EYE TO HEIGHTS
HIGHER THAN THE BUILDING TOP, AND BY ARTICULATING THE SPACE WITH ITS
DISCRETIZED TOPOLOGY
THEY CREATE BEAUTIFUL SPACES BECAUSE THEY ARE LIGHT AND AIRY DUE TO
THEIR EFFICIENT USE OF MATERIAL, SINGLE LAYER MEMBERS, AND OPENINGS.
THEIR FAIRLY SIMPLE CONSTRUCTION OF MEMBERS AND NODES CREATE SHELL-
LIKE STRUCTURES WITHOUT THE ARDUOUS PROCESS OF FORM WORK AND
POURING.
GRID SHELLS ALSO DIFFER FROM CONVENTIONAL FRAME SYSTEMS AND
CONTINUOUS SHELLS IN THAT THEY CAN CREATE MORE SUSTAINABLE DESIGN BY
LOWERING EMBODIED ENERGY AND BY REDUCING OPERATING ENERGY.

8. GRIDSHELL CLASSIFICATION
GRIDSHELLS ARE STRUCTURAL SYSTEMS WITH MANY VARIATIONS. ACCORDING TO THE DEFINITION
OF THE GRIDSHELL, ANY CURVED SURFACE WITH VERY LOW DEPTH TO SPAN RATIO MAY BE
REGARDED AS A GRIDSHELL. GRIDSHELLS MAY BE CLASSIFIED IN TERMS OF THE GEOMETRY OF THE
GRIDS, LOAD TRANSFER TYPE, FORM AND CATEGORIZING BASED ON THE ESTABLISHMENT OF
STRUCTURES.
GRIDS GEOMETRY
A GRIDSHELL MAY BE MADE OF DIFFERENT GEOMETRIC MODULES. BUT THE MOST USED MODULES AS
THE BASIC PATTERNS ARE INCLUDED, SQUARE, DIAMOND, TRIANGULAR AND HEXAGONAL GRID.
TRIANGULAR FORMAT GEOMETRY IS OF THE INHERENT STABILITY. OTHER PATTERNS CAN ALSO BE
ACHIEVED BY CHANGING THE BASIC PATTERNS
GRIDSHELL CLASSIFICATION & GEOMETRY
HEXAGONAL GRID TRIANGULAR GRID DIAMOND GRID SQUARE GRID

9. TYPES OF LOAD TRANSFER
ONE OF THE FEATURES OF GRID STRUCTURES IS THEIR ABILITY IN TWO
OR MORE WAY LOAD TRANSFER. THIS MEANS THAT UNLIKE THE
STRUCTURAL THAT TRANSFER LOADS IN ONE DIRECTION TO SUPPORTS
SUCH AS A SET OF BEAMS THAT COVER AN SPAN IN ONE DIRECTION, THE
SYSTEM TRANSFER LOADS FROM MULTIPLE DIRECTIONS. SO IN THIS
SENSE, GRIDSHELL CAN BE CLASSIFIED AS TWO- WAY, THREE- WAY AND
FOUR-DIRECTION AND FOUR – WAY GRIDS
TWO WAY GRID DIAGONAL GRID THREE WAY GRID
THREE WAY GRID FOUR WAY GRID FOUR WAY GRID

10. CONCEPTUAL APPROACH
THE APPROACH CONCEPTS, DIVIDES THE GRIDSHELLS INTO THREE
GROUPS, TWO WITHIN THE MESH CONSIDERED REGULAR, THOSE THAT WORK IN COMPRESSION AND THE ONES
THAT WORK IN TENSION, AND ONE REPRESENTING THE IRREGULAR SHELLS,
REGULAR IN COMPRESSION REGULAR IN TENSION IRREGULAR

11. THE REGULAR IN COMPRESSION REPRESENTS ALL
GRIDSHELLS WITH: AT LEAST ONE AXIS OF SYMMETRY
IN A SECTION AND A PLAN; ONE OR MORE LINES OF SF
(SYMMETRICAL FORCES APPLIED ON OPPOSITE SIDES IN
ORDER TO APPLY FORCE HOMOGENEOUSLY); WORK
ONLY IN COMPRESSION AND WITH A UNIFORM
DISCHARGE OF FORCES.
THIS KIND OF GRIDSHELL TAKES THE SHAPE OF A
SINGLE SHELL AND CAN REPRESENT THE MAJORITY OF
THE GRIDSHELLS. IT CAN BE SAID THAT IT IS THE
SIMPLEST OF THEM ALL. THAT IS PROBABLY WHY IT
IS POSSIBLE TO FIND MORE EXAMPLES OF ITS
APPLICATION.
ONE OF THESE CASES IS THE DOWNLAND GRIDSHELL.
THIS IS A WELL-DOCUMENTED AND DESCRIBED
PROJECT, A VERY COMPLETE CONSTRUCTIVE GUIDE.
DESPITE BEING IN THIS CATEGORY THIS BUILDING HAS
A COMPLEX GEOMETRIC COMPOSITION AND IT IS EASY
TO UNDERSTAND THE VOLUME AND READ THE
STRUCTURE.
THE SECOND, REGULAR IN TENSION (FIGURE 5) SHOWS;
ALSO AT LEAST ONE AXIS OF SYMMETRY IN A
SECTION AND IN A PLAN; A SUPPORT OR SEVERAL
SUPPORTS GRABBING THE MESH IN ORDER TO CREATE
A HOMOGENEOUS STRUCTURAL BEHAVIOUR; WORKING
ONLY IN TENSION.
IT IS OBTAINABLE FROM THE VERTICAL MIRROR OF A
REGULAR MESH AND CAN BE SUSPENDED OR HUNG.
THIS TYPOLOGY PRESENTS A FACET OF TIMBER
GRIDSHELLS THAT DESPITE NOT YET HAVING BEEN
EXPLORED IN A REAL CONTEXT, IS PRESENTED AS AN
OPTIMUM SYSTEM TO BE APPLIED IN VARIOUS
SITUATIONS.
FINALLY, THE IRREGULAR GROUP (FIGURE 8): MORE
COMPLEX, IT IS A STRUCTURE WITH A VERY DIFFICULT
GEOMETRY; IT CAN WORK IN TENSION, COMPRESSION OR
BOTH; IN GENERAL IT IS NOT BUILT FROM A
HOMOGENEOUS APPLICATION OF FORCES (SF); OFTEN
PRESENTS NO AXIS OF SYMMETRY;
THE GEOMETRY PRESENTS A MORE COMPLEX AND
AMORPHOUS ASPECT THAN THE FIRST TWO GROUPS.
HERE IT IS POSSIBLE TO IDENTIFY THE MOST FAMOUS
EXAMPLE OF A TIMBER GRIDSHELL, THE PAVILION OF
MANHEIM MULTIHALLE (FIGURE 9).
FORM FINDING
GRIDSHELLS, AS WELL AS SHELLS CAN BE DIVIDED
INTO DIFFERENT CATEGORIES ACCORDING TO
STRUCTURE MAT CURVATURE AND FORM. GRIDSHELLS
WHICH ARE CURVED IN ONE DIRECTION, (E.G.
CYLINDRICAL SHELLS), TWO- DIRECTIONAL SHELLS
(ALL KINDS OF DOMES), SHELLS WITH CURVATURES IN
OPPOSITE DIRECTIONS AND SHELLS WITH FREE-FORM
CURVED SURFACE. IT SHOULD BE NOTED THAT SUCH
SHELLS CAN USE DIFFERENT GEOMETRY PATTERNS
WITH VARIETY OF LOAD TRANSFER MECHANISMS.

12. ERECTION PROCESS
PUSH UP PULL UP EASE DOWN BY RECESSING/CONSTRAINING
THE SURFACE SHOULD BE BENDABLE
MUST BE AVOIDED THE APPLICATION OF LOCALIZED FORCES
BESIDES THE OBLIGATORY PROJECTS, AN ERECTION PROJECT SHOULD ALWAYS BE PREPARED
COSTS AND WORK TIME WILL ALWAYS BE DIRECTLY RELATED TO THE ADEQUACY OF SEVERAL
DECISIONS IN RELATION TO THE CONTEXT AND AVAILABLE MEANS
THE IRREGULAR MESH CAN BE MOUNTED WITH MORE THAN ONE ERECTION PROCESS COMBINED;
ERECTION PHASE IS USUALLY A MAJOR, IF NOT DOMINANT, LOAD CASE FOR
A GRIDSHELL DUE TO HIGH BENDING STRESSES INDUCED BY TIGHT
CURVATURES AND POINT LOADS IN THE LATHS. THIS EFFECT DEPEND ON
THE METHOD OF ERECTION AS WELL AS ON THE SHAPE AND SIZE OF THE
SHELL. THE MAIN REASONS FOR MINIMIZING BENDING-INDUCED STRESSES
ARE TO PREVENT RUPTURES OF THE BEAMS DURING ERECTION AND TO
ENSURE THAT SUFFICIENT STRESS RESERVES ARE AVAILABLE IN THE
BEAMS UNDER EXTERNAL LOAD CASES. WHILE EVERY MAJOR GRIDSHELL
PROJECT HAS EXPERIENCED BREAKAGES DURING ERECTION, THE NUMBER OF
RUPTURES HAS PROGRESSIVELY REDUCED

13. CONSTRUCTION PROCESS
CONSTRUCTION OF THE SHELL BEGINS OF A FLAT FORM, THEN BY APPLYING PRESSURE
ON THE EDGE OF THE NETWORK AND THE GRADUAL RELEASE OF INTERNAL STRESSES IN THE
JOINTS, THE STRUCTURE TAKES ON THE MOST APPROPRIATE FORM AND THUS A THREE-
DIMENSIONAL STRUCTURE IS ACHIEVED
IN THE INITIAL ASSEMBLY ON SITE, NETWORK MEMBERS ARE ATTACHED TO EACH OTHER WITH
RELATIVE MOVEMENT PERMITTED. FORCE EXCRETED ON ONE OF THE NODES OF THE SQUARE
NETWORK CAUSES THE OTHER MEMBER’S ROTATION AND CELL SHAPE IS CHANGED INTO A
PARALLELOGRAM. THIS DEFORMATION CAUSES A CHANGE IN THE LENGTH AND DIAMETER OF
EACH CELL, THEREBY ALLOWING THE SHELL TO BE FORMED BY A TWO-DIRECTION CURVATURE
USE OF THIS STRUCTURAL SYSTEM IN SAVILL BUILDING IS CLEAR, THE MEMBERS OF SUCH A
SYSTEM CONTINUE FROM ONE END TO THE OTHER END WITHOUT A BREAK ALONG THE SPAN.
THE STRUCTURE IS ESTABLISHED IN FINAL FORM BY THE FLAT MESH END FIXED IN SUPPORT
AND ACCORDING TO THE SUPPORT CONDITION.
SIMILARLY, WHEN THE GRIDSHELL IS ERECTED IN THE FINAL SET, TAKES THE FORM OF AN
IDEAL WEIGHT TOLERANCE WITH MINIMUM TENSILE STRENGTH.
THERE IS NOT ANY BENDING FORCE AS LONG AS NO EXTERNAL FORCE IS APPLIED TO THE
STRUCTURE. BUT THIS IDEAL STATE THAT THE STRUCTURE IS ONLY AFFECTED BY THEIR
DEAD LOAD. SHELL IS SUBJECTED TO EXTERNAL FORCES SUCH AS WIND AND SNOW THAT DO
NOT UNIFORMLY APPLIED ON THE NODES AND IS NOT PERMANENT.
STEP 1
GRID LAID FLAT ON
SCAFFOLDING
STEP 2
SCAFFOLD IS LOWERED
AND THE GRIDSHELL
STARTS TO TAKE SHAPE
STEP 4
THE GRIDSHELL
STRUCTURE IS CLAD IN
WESTERN RED CEDAR
STEP 3
THE ROOF IS ADDED

14. MATERIALS
TIMBER
MATERIALS USED IN THE SYSTEM MUST HAVE THE ABILITY TO BE
DEFORMED. THE COMMON STRUCTURES FOR DOWNLAND GRIDSHELL ARE
MADE OF TIMBER.
TIMBER CAN BE BENT ELASTICALLY WITHOUT BREAKING.
LOW DENSITY AND HIGH STRAIN RANGE.
TIMBER GRIDSHELLS ARE OF SPATIAL STRUCTURES AND COMBINE
STRUCTURAL EFFICIENCY WITH A PLEASANT APPEARANCE
WHEN PROPERLY DESIGNED LEAVE VERY LITTLE IMPACT ON THE NATURAL
ENVIRONMENT
ANOTHER FEATURE OF THIS TYPE OF STRUCTURE IS THE BASIC FLAT
NETWORK BUILDING USING DIRECT MEMBERS AND THEN BENDING THEM DOWN
AND REACHING THE FINAL FORM IN A RELATIVELY SHORT TIME
THUS, THEIR USE IN TEMPORARY BUILDINGS SUCH AS TEMPORARY
EXHIBITIONS, OR WHEN RAPID CONSTRUCTION IS CONCERNED, CAN BE
CUSTOMIZED
FIBER GLASS REINFORCED POLYMER MATERIALS ALSO CAN
BE USED IN THE SYSTEM.
THESE POLYMERS HAVE POWER OF 350MPA AND STRAIN
OF ABOUT 1.5% TO JUST 1.9 KG / M3. FIBER GLASS
REINFORCED POLYMER MATERIALS HAVE GREATER
STIFFNESS THAN TIMBER AND THUS, FOR A GIVEN
GEOMETRY OF THE GRIDSHELL, SHELL BUCKLING LOAD FOR
COMPOSITE IS MORE THAN THAT OF TIMBER IN VALUE [11].
HOWEVER, SUCH MATERIALS CAN BE CONSIDERED AS AN
ALTERNATIVE TO TIMBER MEMBERS AND IN ADDITION TO
STRUCTURAL PROPERTIES GENERATE THE DIFFERENT
BEAUTY OF THE ARCHITECTURE

15. MANNHEIM MULTIHALLE
FREI OTTO, GERMAMNY
MASSI,ILANO FUKSAS, ITALY MAGNOLIA
WOOD STEEL GLASS FIBRE REINFORCED POLYMER

16. JOINTS
NODES (JOINTS IN THE STRUCTURE) SHOULD NOT ONLY JOIN THE
MEMBERS TO EACH OTHER, BUT SHOULD PROVIDE ROTATIONS WHILE
MAINTAINING THE GEOMETRY OF THE GRID. THERE ARE VERY FEW OF
THESE TYPES OF STRUCTURES IN THE WORLD BECAUSE IT REQUIRES
HIGH LEVEL OF CREATIVITY. HOWEVER, TWO TYPES OF NODES THAT
ARE TYPICALLY USED IN THESE STRUCTURES ARE SLOT NODE AND
PLATE NODE.
1. NODES USING THE SLOT
2. NODES USING THE PLATE
THE PATENT FOR THE NODE IS JOINTLY HELD IN THE NAMES OF THE
ARCHITECTS, STRUCTURAL ENGINEERS, CARPENTERS AND CLIENT
OTHER METHODS
1. CONNECT WITH BOLTS
2. CONNECT WITH WELDING

17. SINCE THE DEPTH OF THE GRID MEMBER IS HIGH TO COVER LARGE SPANS, IT IS DIFFICULT TO
ESTABLISH THE CURVE COMES TO FORM THE FINAL CURVE. TO OVERCOME THIS PROBLEM THE
TWO- LAYER GRIDS IS USED.
TO GENERATE A CURVED SHAPE OF FLAT TWO-LAYER GRIDS, NODES SHOULD ALLOW
MEMBERS OF THE NETWORK TO ROTATE, ON THE OTHER HAND, DUE TO THE DIFFERENCE IN
THE CURVATURE OF THE UPPER AND LOWER MEMBERS AND AS A RESULT THE DIFFERENCES IN
THE LAYERS LENGTH, LAYERS SHOULD BE POSSIBLE TO SLIDE ON EACH OTHER.
THIS PROBLEM COULD BE OVERCOME THROUGH A SLOT IN THE TWO OUTER LAYERS THE SLOT
BETWEEN THE TWO OUTER LAYERS ALLOWING THEM TO SLIDE THE INNER LAYERS. BOLT
THROUGH THE TWO INNER LAYERS KEEPS A CONSTANT DISTANCE BETWEEN THE NODES.
SLOTTING IS EXPENSIVE AND TIME CONSUMING, IN ADDITION CAUSES WEAKNESS IN THE
STRUCTURE.
IN FACT, THE EXISTENCE OF SLOTS IN THE STRUCTURE CONCENTRATES STRESS IN THIS POINT
AND MAY STRUCTURES FRACTURES UNDER THE LOADS LESS THAN OF ULTIMATE STRESS.
NODES USING THE SLOT

18. NODES USING THE PLATE
ANOTHER SYSTEM IS THE PLATE SYSTEM THAN IS PREFERRED TO PREVIOUS SYSTEMS. THIS
NODE CONSISTS OF THREE LAYERS OF PLATE THAT TO MAINTAIN NODES POSITION A PLATE
IS USED IN THE MIDDLE.
A PIN IS CONNECTED TO THE CENTER PLATE AND ENTERS INTO THE CENTRAL LAYERS AND
KEEPS THEM IN FIXED POSITION. THUS, NODES ARE CAPABLE OF ROTATION WITH THE SAME
DISTANCE FROM EACH OTHER.
THE THICKNESS OF THE LAYERS IS CONSIDERED SO THAT ABLE TO BEND. IN ANY CASE, THE
NODES DESIGN IS OF THE INTERESTING CHALLENGES IN THE SYSTEM.

19. CONNECTING BY BOLTING AND WELDING
JOINTING CHOICE DEPENDS ON THE GEOMETRY OF THE COMPONENTS AND JOINTING TECHNIQUES SINCE
THE VARIOUS SYSTEMS HAVE DIFFERENT STIFFNESS.
RIGID CONNECTIONS ARE ESSENTIAL TO THE STRUCTURES WITH LARGE SPAN, WHILE THE SEMI-RIGID
CONNECTIONS ARE MORE ECONOMICAL FOR MEDIUM AND SMALL SPAN.
THE SEMI-RIGID JOINTS ARE USUALLY BOLTS AND ARE USEFUL DUE TO RAPID CONSTRUCTION IN
COMPARISON WITH WELDED STRUCTURES BUT WELD JOINTS STIFFNESS IS SIGNIFICANTLY GREATER
THAN THE BOLTS JOINTS
BUT, REGARDING THE PINNED CONNECTION, IT MUST BE SAID THAT GRIDSHELL STRUCTURES WITH
PIN CONNECTION ARE NOT STABLE, HERE ARE DIAGONAL STIFFENERS ARE OF VALUE. DIAGONAL
STIFFENERS ENSURE LACK OF DEFORMATION IN NETWORK, TRANSFERRING FORCES FROM ONE
NETWORK TO ANOTHER AND THE INTEGRITY OF THE MAT.
STIFFENERS IN GRIDS ACT LIKE BRACES. THEY CAN PULL OR PUSH AND PREVENT MOVING NODES
AND THUS PREVENT THE DEFORMATION OF GRIDS. STIFFENER MEMBERS CAN ALSO BE SELECTED
WITH HIGH HARDNESS, IN WHICH CASE THEY CAN BE RESISTANT TO TENSION AND PRESSURE, OR
WITH LESS HARDNESS, SUCH AS THE CABLE THAT CAN ONLY RESIST TENSION
FINALLY IT SHOULD BE NOTED THAT THE CHOICE OF CONNECTIONS ARE DEPENDS ON THE PROJECT
CONDITION, INCLUDING THE SPAN EXTENT, MATERIALS USED, LABOR AND SO ON
CONNECTING WITH BOLTING

20. DOUBLE CURVATURE STEEL LATTICE
SHELL - VLADIMIR SHUKHOV (1897)
MANNHEIM MULTIHALLE
FREI OTTO (1975)
NINE BRIDGE COUNTRY
CLUB - SHIGERU BAN
(2009)
FRENCH PAVILION - XTU
AGENCY (2015)
JAPAN PAVILLION, EXPO
2000 - FREI OTTO, BURO
HAPPOLD, SHIGERU BAN,
SONOCO (2000)

21. PRECEDENT STUDY
02

22. PRECEDENT 01
SAVILL GARDEN GRIDSHELL
ARCHITECT : GLEN HOWELLS ARCHITECTS
CLIENT: THE CROWN ESTATE
LOCATION: WINDSOR GREAT PARK
STATUS: COMPLETED SUMMER 2006
THE GRIDSHELL CONSTRUCTION WITH THREE DOMED SPACES PROVIDES A
SINGLE SPACE 98 METERS LONG AND RISING TO 10 METERS HIGH UNDER
THE CENTRAL DOMW.
THE ROOF IS SUPPORTED BY A STEEL BEAM RUNNING AROUND THE
PERIMETER WITH STEEL LEGS.
THIS MUCH AWARDED PROJECT IS A HIGHLY RATIONAL STRUCTURE
CREATING A COLUMN FREE SPACE OF 2000 SQ METER AREA
THE DOUBLE CURVE STRUCTURE HAS MINIMIZED USE OF MATERIALS
SPANNING A SPACE THROUGH USING A SET OF STRAIGHT, PREFABRICATED,
IDENTICAL COMPONENTS.

23. THE BUILDING ROOF
THE ROOF IS THE DOMINANT FEATURE OF THE BUILDING
THE ROOF IS 90M-LONG BY 25 METRES WIDE TIMBER GRIDSHELL – THE BIGGEST IN THE UK.
IT IS A THREE-DOMED, DOUBLE CURVED STRUCTURE OF SINUSOIDAL SHAPE, AND IS
EXPRESSED ARCHITECTURALLY ON THE INSIDE OF THE BUILDING
THE KEY FEATURE OF THE SAVIL
BUILDING IS AN UNDULATING GRIDSHELL
LEAF SHAPED ROOF.
IT IS A SERIES OF TIMBER ELEMENTS
THAT HAVE BEEN MANIPULATED AND
LOCKED INTO A SHAPE, CREATING THIS
STRONG,
YET FLOWING ROOF. THE 4 LAYERED
ROOF HAS A THREE DOMED SHAPE WITH
A TUBULAR STEEL BEAM RUNNING
AROUND THE PERIMETER, ALL HELD IN
PLACE BY STEEL QUADRUPED LEGS.

24. PROCESS/ CONSTRUCTION METHOD
STEEL RING BEAM WITH STEEL PLATE
EDGE ALONG THE WOODEN SHELL
WERE ATTACHED TO EACH OTHER.
STEEL RING BEAM IS SUPPORTED BY
SLANTED STEEL COLUMNS. THE
GRIDSHELL IS THEN ERECTED WITH
THE STEEL BEAM.
THE LOWER TWO LAYERS OF THE
LATTICE TOGETHER WITH THE SHEAR
BLOCKS WERE SET OUT AT 1M
INTERVALS IN SCAFFOLDINGS FOR
BENDING.
THE HEIGHT OF SCAFFOLDINGS IS
ADJUSTED TO MANIPULATE THE
LATTICE INTO DESIRED FORM.
SHEAR BLOCKS POSITIONED BETWWN
THE LATH LAYERS WERE FIXED WITH
SCREWS. IT INCREASED THE SLL’S
OVERALL STIFFNESS.
THE TECHNIQUE ENABLED GREATER
SPACING OF THE LAYER LEADING TO
GREATER STRENGTH AND STIFFNESS
THE UPPER TWO LAYERS TOGETHER
WITH THE SHEAR BLOCKS WERE THEN
FIXED ON TOP OF THE FORM, BOLTED
TOGETHER AT THE NODE POINT.
FOUR LAYERS GRIDSHELL WERE USED
IN THIS BUILDING TO PERMIT BENDING
INTO DESIRED GEOMETRY MORE
EASILY.
MATERIALS
KERTO – DIMENSIONALLY STABLE
LAMINATED TIMBER LUMBER (LVL) USED
IN A VARIETY OF APPLICATIONS.
STEEL – USED IN BEAM AND COLUMNS
LARCH WAS BONDED INTO CONTINUOUS
LENGTHS USING THE FINGER JOINT
(10,000 FINGER JOINTS COMPLETE THE
STRUCTURAL JOINTING)
THE HIGH QUALITY LENGTHS WERE
SCARF JOINED TO MAKE THE MAIN
STRUCTURAL LATHES UP TO 45M IN
LENGTH.
FINGER JOINTS SCARF JOINTS

25. TIMBER LATHS ARE BOLTED TO THE
EDGE FUSE. TROUGH LAMINATED VENEER
LUMBER ELEMENTS PROVIDES STRONG
CONNECTION WITH LESS SUPPORT
POINTS.
THE TIMBER LATH WERE FIXED BY SCREW
JOINT UPPER TIMBER LATH AND LOWER
TIMBER LATH WERE TIGHTENED BY TWO
DIFFERENT SCREWS TO PREVENT SLIDING
STEEL RING BEAM –
500MM/DIAMETER
STEEL RING BEAM AND WOODEN
SHELL WERE ATTACHED TO EACH
OTHER
FORCES ARE GREAT
CANTILEVER
ROCKWOOL INSULATION
160MM
PLYWOOD BOARD – 20MM
THE STRUCTURAL SKIN OF BIRCH
PLYWOOD WAS FIXED OVER THE
GRID, COVERING 1600 SQ METRES
THE SHELL WAS TRIANGULATED
WITH CROSS-LAID LAYERS OF 12MM
BIRCH PLY OVER THE LARCH GRID
TWO LAYERS
TIMBER LATH – 80MM X
5OMM/SECTION
11,000 FINGER JOINTS IN SAW MILL
DEFECTS IN THE WOOD WERE
MARKED UP AND CUT OUT
CUT INTO 6 METER LENGTHS FOR
TRANSPORTATION
LOAD TRANSFER
PRIMARY STRUCTURE: GRIDSHELL, STEEL RING BEAM,
STEEL STRUTS, SECONDARY STRUCTURE, STEEL SKELETON
GRIDSHELL STRUCTURE COMPARED TO SIMILAR SPAN
CONCRETE ROOF STRUCTURE BUT IT IS ABLE TO
DISTRIBUTE THE LOAD EFFECTIVELY. IT WILL DELIVER THE
LOAS TO THE GROUND THROUGH COLUMNS
THE LOAD FROM THE ROOF WILL BE TRANSFERRED TO THE
COLUMNS, THE COLUMNS WHICH CONNECTED TO THE
GROUND BY STEEL PLATE WILL PASS THE LOAD TO THE
CONCRETE DIRECTLY.

26. ADVANTAGES OF THE SAVIL BUILDING
INITIALLY THE CONCEPT INCLUDED STEEL CABLES TO TRIANGULATE AND THUS
BRACE THE SHELL IN ITS PLANE. BUT TO SAVE COST AND MAKE A MORE
ELEGANT STRUCTURE THE CABLES WERE OMITTED AND THE PLYWOOD
COVERING, WHICH IS NEEDED TO SUPPORT THE RAISED SEAM ROOF WAS USED
INSTEAD.
IN SUPPORTING ROOF LOADS, THIS IN PLANE STRUCTURE US JUST AS
IMPORTANT AS THE MORE VISIBLY ABVIOUS LATHS.
WITH THE SAVLL GARDEN GRIDSHELL, CONSTRUCTUION WAS PERFORMED
WITHOUT DEFORMING A MAT OF LATHS, BUT BY MANOUVERING EVERY SINGLE
LATH INTO POSITION.
THE SAVILL GARDEN GRIDSHELL IS PROBABLY BUILT WITH THE SIMPLEST
METHODS AS THE LATHS WERE PLACED INTO POSITION AND SIMPLY SCREWED
TOGETHER.

27. MAKING OF MODEL AND DETAILING
SAVIL BUILDING CLOSE UP DETAIL 1 DETAIL 2
FINGER JOINT SCARF JOINT BOLT RING BEAM

28. ARCHITECT : FREI OTTO
LOCATION: MANNHEIM GERMANY
STATUS: COMPLETED IN NOVEMBER 1974
THE MULTI-PURPOSE HALL BUILT FOR THE FEDERAL GARDEN SHOW IN
MANNHEIM IN 1975 IS REGARDED AS THE WORLD'S LARGEST WOODEN
LATTICE SHELL CONSTRUCTION. ONE OF THE MOST IMPORTANT FACTS
ABOUT THE MULTIHALLE IS THE GENERATION PROCESS OF THE
PAVILION, BASED ON A GRIDSHELL
TODAY, OVER 40 YEARS LATER, THE FUTURE OF MULTI-HALL IS
UNCERTAIN. ORIGINALLY PLANNED AS A TEMPORARY STRUCTURE, IT
WAS NEVER DEMOLISHED DUE TO ITS ARCHITECTURAL IMPORTANCE AND
WAS PUT UNDER MONUMENT PROTECTION IN 1998. ALTHOUGH ALREADY
SEVERAL TIMES REHABILITATED, THE CONSTRUCTION IS IN A
REGRETTABLE CONDITION. A TOTAL OF 12 MILLION EURO IS ESTIMATED
FOR A GENERAL RENOVATION.
PRECEDENT 02
MANNHEIM MULTIHALLE

29. CONSTRUCTION METHOD
THE GRID WAS FLAT AND THE STRUCTURE WAS LATER RAISED INTO IT’S DOUBLY CURVED
SHAPED.
THE FORCES TRANSFORMED ITS SQUARE GRIDS TO SIMILAR PARALELLOGRAMS CAUSING
THE DIAGONAL LINES THROUGH THE NODES TO CHANGE
AESTHATICS REQUIRED THE CROSS SECTIONS AND LATHS TO BE 50MM x 50MM
INCREASING LATH SIZE ALSO INCRESED THE INITIAL BENDING STRESS
ENGINEERS DECIDED TO DOUBLE THE LATHS ONE ABOVE THE OTHER CREATING FOUR
RATHER THAN TWO – LAYERS OF LATH
CONTINUOUS SHELL AND LATTICE
SHELL ELEMENTS: THE
CONTINUOUS SHELL CAN RESIST
NORMAL AND SHEAR FORCES
WHILE THE LATTICE SHELL CAN
ONLY RESIST FORCES IN THE
DIRECTION OF THE LATH
LATTICE DISTORTIONS
LATTICE DISSTORTIONS
HE DOUBLING OF THE LAYERS OF
THE LATTICE GRID SHELL, USED
FOR INCREASED STIFFNESS

30. JOINTS
FOUR LAYERS OF WOODEN LATHS TO JOIN, THE CONNECTION SYSTEM IN THE MANNHEIM
PAVILION WAS EXTREMELY COMPLEX.
WITHIN THIS DOUBLE LAYER GRID, THERE ARE OVER 33,000 JOINTS IN THE MANNHEIM
MULTIHALLE, WHICH MAKES IT CLEAR THAT THE NODE DESIGN OF THE STRUCTURE WAS ALSO
IMPORTANT FOR IT TO BE A SUCCESS
THE JOINT HAD TO ALLOW THE MEMBERS TO ROTATE DURING THE ERECTION PROCESS,
CREATING THE PARALLELOGRAMS THAT FORM THE STRUCTURE'S ORGANIC SHAPE.
THEY ALSO HAD TO ACCOMMODATE FOR THE SLIDING BETWEEN THE TWO PARALLEL LATHS
RUNNING ALONG EACH GRID THAT WOULD HAPPEN DURING THE CONSTRUCTION PROCESS.
FOR THIS, A PINNED CONNECTION WAS NEEDED BETWEEN THE MIDDLE TWO LATHS AND
SLOTTED HOLES WERE NEEDED IN THE OUTER LAYERS TO ALLOW FOR THIS ONCE THE FINAL
SHAPE WAS ACHIEVED, THE LATHS HAD TO BE PREVENTED FROM SLIPPING. IN THE MANNHEIM
PAVILION THIS WAS DONE BY BOLTING THE PIN JOINTS AFTER THE GRID SHELL WAS IN PLACE.
FROM FLAT TO CURVE
THE HANGING CHAIN MODEL RELATES TO THE FINAL SHAPE OF THE SHELL.
HOWEVER, THE MODEL IS DIFFERENT THAN THE TIMBER SHELL IN THAT THE
CURVED LATHS FROM THE FINISHED STRUCTURE HAVE BENDING IN THEM,
WHILE THE CHAINS FROM THE MODEL DO NOT.
THIS PHENOMENON OCCURS BECAUSE DURING ITS ERECTION, THE GRID IS
PUSHED UP FROM BELOW USING SCAFFOLDING TOWERS, WHICH INDUCE
BENDING STRESSES IN THE LATHS.
AFTER THE MESH IS LIFTED INTO SHAPE, THE BOUNDARIES MUST BE FIXED
THE PINS THAT ONCE ALLOWED FOR FREE ROTATION OF THE NODES MUST
ALSO BE TIGHTENED WITH NODE BOLTS.
FROM FLAT TO CURVED: THE FORCES ALONG THE BOUNDARY CAUSE THE
WOODEN LATHS TO BEND INTO A CURVED SHAPE

31. OTTO HAD PROPOSED A
DETAIL THAT WOULD
ACCOMMODATE ALL THE
ANGLES OF THE SHELL
WHERE IT WAS ATTACHED
TO THE BOUNDARY
CONCRETE WALL. IT USED
A HALF ROUND TIMBER
SECTION ON WHICH
A PLYWOOD BOARD WAS
SCREWED AT THE
CORRECT ANGLE. THE
LATHS WERE THEN TO BE
SCREWED TO THE BOARD
(FIG. 8). THE ENGINEERS’
TESTS HAD
DEMONSTRATED THAT
THIS WOULD NOT BE
STRONG ENOUGH FOR THE
CALCULATED FORCES.
THEY PROPOSED THAT 2
LAYERS OF 25 MM
PLYWOOD SHOULD BE
BOLTED TO STEEL
BRACKETS SET TO THE
CORRECT ANGLE.
BOLTING DETAILSDETAILS OF BOUNDARY CONNECTIONS

32. SHELL STRENGTHENING
THE DOUBLE GRID REQUIRES THE TIGHTENING OF THE BOLTS IN ORDER FOR THE
PARALLEL LAYERS TO WORK COMPOSITELY, THEREFORE INCREASING THE STIFFNESS
OF THE SHELL. THE COMPUTER MODEL SHOWED THAT EVEN AFTER THE TIGHTENING OF
THE BOLTS, IT WAS NECESSARY TO FURTHER INCREASE THE STIFFNESS IN MEMBERS
UNDER BENDING AND RELATED SHEAR STRESSES
THIS LED TO THE ADDITION OF BLOCKING PIECES, ALSO KNOWN AS SHEAR BLOCKS,
BETWEEN PARALLEL LATHS THROUGHOUT THE SHELL.
THESE SHEAR BLOCKS SERVE TO INCREASE THE TOTAL MOMENT OF INERTIA OF THE
TWO CONNECTED LATHS, THEREBY INCREASING THE SHELL'S OVERALL STIFFNESS.
THE CABLE TIES PROVIDE THE IN-PLANE SHEAR
STIFFNESS TO THE SHELL
INSERTS BETWEEN PARALLEL CABLES INCREASE
TENSION
IT WAS DECIDED THAT EACH METAL ANGLE SHOULD BE FABRICATED
SEPARATELY BECAUSE THIS WAS THE CHEAPEST SOLUTION TO THE
VARYING ANGLES AT WHICH THE MESH MET THE GROUND.
THE BOARDS WERE THEN CONNECTED TO CONCRETE BLOCKS USING STEEL
BRACKETS. THE BOUNDARIES AT LOCATIONS WHERE THERE ARE OPENINGS
WERE EITHER ARCHES OR LAMINATED TIMBER BEAMS.
THE TIMBER BEAMS PROVIDE THE NECESSARY RESISTANCE TO THE LATH
FORCE WITHOUT INCREASING EDGE THICKNESS, WHICH ARE OFTEN
CONNECTED TO COLUMNS.
CONCRETE RING BEAM

33. FORM DEVELOPMENT
HANGING CHAIN MODEL
WHEN A UNIFORM DISTRIBUTED LOAD IS APPLIED TO A SUSPENDED LINE, IT
NATURALLY SHAPES ITSELF SO AS TO BE FREE OF BENDING MOVEMENTS.
CHAINS REMAIN FULLY IN TENSION
ONCE INVERTED, ALL THE INTERNAL FORCES ACT IN COMPRESSION
MINIMIZED SHEAR FORCES
LIGHTWEIGHT SHELL
THE MANNHEIM MULITHALLE SPANS 85 METERS AND CONTAINS 7400M SQ OF
ROOF AREA BUT ITS SHELL THICKNESS IS LESS THAN HALF A METER
THE RATIO OF THE THICKNESS OF THE SHELL TO THE SPAN IS APPROXIMATELY
.00625 WHICH MEANS THAT THE STRUCTURE IS PROPORTIONATELY THINNER
THAN AN EGGSHELL
THE COMPLETED ROOD STRUCTURE WEIGHS ONLY 16KF/M LESSER THAN AN
AVERAGE CONCRETE PLAIN SHELL
FORCES IN HANGING CHAIN AND INVERTED STRUCTURE

34. MATERIALS
HEMLOCK WAS USED FOR THE TIMBER LATHS, WHICH WERE 50 MM BY 50 MM IN AREA.
THE LARGEST SPAN OF THE MULTIHALLE WAS 85 METERS, WHILE THE SECONDARY
SPAN WAS 60 METERS.
IN ADDITION, BRACING HAD TO BE ADDED FOR BUCKLING REASONS - THIS CONSISTED
OF TWIN 6 MM CABLES PLACED AT EVERY SIXTH NODE. THIS BRACING ALSO HELPED
RESIST THE FORCES OF "DISTURBING" LOADS, OR LOADS OTHER THAN THE DEAD
WEIGHT (I.E. SNOW AND WIND)4. WITHOUT THIS BRACING, THE BEAMS IN THE
STRUCTURE WOULD BE SUSCEPTIBLE TO SUDDEN FAILURE.
BRACING CABLES
SIGNIFICANCE OF THE BUILDING
THE MANNHEIM MULTIHALLE IS A STRUCTURE CREATED SIMULTANEOUSLY
FROM MATHEMATICAL INVESTIGATION (THEORETICAL APPLICATIONS) AS
WELL AS FORM FINDING (PRACTICAL APPLICATIONS).
HAVING A PHYSICAL MODEL PRESENT ALLOWED THE DESIGNERS TO
CORRECTLY CREATE THE FORM: PRECISE CAMERA IMAGING COMBINED WITH
DETAILED MEASUREMENTS ENABLED A SUCCESSFUL SCALING FROM THE
MODEL INTO THE FULL SIZE STRUCTURE.
THROUGHOUT THE DESIGN PROCESS, THESE TWO APPROACHES WORKED IN
HARMONY, RESULTING IN A FORM THAT REFLECTS ITS INTERWOVEN IDEALS.
THE MULTIHALLE CLEARLY DEMONSTRATES THE PRINCIPLE THAT TENSILE
FORCES IN A CHAIN NET FLIP TO COMPRESSIVE FORCES IN A SHELL
STRUCTURE WHEN THE ORIENTATION IS REVERSED THROUGH THE THINNESS
IT WAS ABLE TO ACHIEVE FOR SUCH LARGE SPANS.
IT IS ALSO A PROTOTYPE OF A CONSTRUCTION METHOD THAT WAS BOTH
SIMPLE AND ECONOMICAL.
THE IDEA BEHIND THE STRUCTURE WAS REVOLUTIONARY FOR ITS TIME IN
THE 1970'S AND CONTINUES TO SERVE AS AN INSPIRATION TODAY.

35. LOAD TRANSFER
LIFTINGWINDSNOW
THE OUT OF PLANE SHEAR STIFFNESS WAS PROVIDED BY BOLTING AND SHEAR
BLOCKS WHILE STEEL CABLE TIES PROVIDED THE DIAGONAL STIFFNESS TO THE
SHELL.
THE FORCES FLOW DOWN TO THE BOUNDARY OF THE MESH, WHERE THE STRUCTURE
HAS A CONCRETE BOUNDARY.
THE LATHS ARE CONNECTED WITH BOLTS TO A WOODEN BOARD THAT IS SET AT
THE CORRECT ANGLE AND CONNECTED TO CONCRETE BLOCKS USING STEEL
BRACKETS.
THE BOUNDARIES AT LOCATIONS WHERE THERE ARE OPENINGS WERE EITHER
ARCHES OR LAMINATED TIMBER BEAMS WHICH PROVIDE THE NECESSARY
RESISTANCE TO THE LATH FORCE WITHOUT INCREASING EDGE THICKNESS, WHICH
ARE OFTEN CONNECTED TO COLUMNS.

36. ARCHITECT :SHIGERU BAN & JEAN DE GASTINES
LOCATION: METZ, FRANCE
STATUS: COMPLETED IN MAY 2010
THE CENTRE POMPIDOU-METZ: THE FIRST OFFSHOOT OF A
MAJOR FRENCH CULTURAL INSTITUTION
THE BUILDING, BY ARCHITECTS SHIGERU BAN AND JEAN DE
GASTINES, OPENS UP TO VAST, MODULAR EXHIBITION SPACES
WHOSE IMPOSING DIMENSIONS CAN ACCOMMODATE VERY TALL
PIECES AS WELL AS LARGE INSTALLATIONS. IT ALSO
INCORPORATES A STUDIO FOR LIVE PERFORMANCES, AN
AUDITORIUM, A RESOURCE CENTRE, RECEPTION AREAS, A
SHOP/BOOKSHOP, A RESTAURANT AND A CAFÉ
PRECEDENT 03
CENTRE POMPIDUO METZ

37. SECTION 2SECTION 1

38. CONCEPT
CHINESE HAT
RIGIDITY OF THE WOOD &
LOOSENESS, MESSINESS
AND DENSITY OF THE
STRAW
RESULTED IN THE
FLEXIBILY, AGGREGATION,
STRUCTURE &
ANGULATION
MATERIALS USED
12,000 M OF CONCRETE (FOUNDATIONS AND STRUCTURE
1500 TONS OF REINFORCING BARS
970 TONS OF STRUCTUREAL STEEL (WALLS AND HEXAGONAL TOWER)
650 TONS OF ROOF TIMBER
18KM OF BEAMS AND 160,000 PIECES TO BUILD THE WOODEN ROOF STRUCTURE
8000 SQ METERS OF PTFE MEMBRANE
IMITATING THIS KIND OF HAT, THE ENTIRE WOODEN STRUCTURE IS COVERED WITH A
PROTECTIVE FABRIC, A FIBREGLASS AND TEFLON MEMBRANE.
THIS WATERPROOF MATERIAL CREATES A NATURALLY TEMPERATE ENVIRONMENT, HELPING
SATISFY THE BUILDING’S DEMANDING ENERGY REQUIREMENTS AND ENSURING THAT WORKS
OF ART ARE EXPOSED AND CONSERVED IN THE BEST POSSIBLE CONDITIONS.
THE MOISTURE RESISTANT MEMBRANE OF FIBRE GLASS AND TEFLON (PTFE OR POLY TETRA
FLUORO ETHYLENE) IS STRETCHED OVER THE LATTICE STRUCTURE

39. ROOF STRUCTURE
THE ROOF IS A 90 METERS WIDE HEXAGON WITH A SURFACE OF 8500 M SQ
THE ROOF STRUCTURE IS COMPOSED OF 16KM OF GLUED LAMINATED TIMBER
THE FORMATION OF THE HEXAGONAL WOODEN UNITS RESEMBLES THE CANE WORK PATTERN OF A
CHINESE HAIT
THE ROOF’S GEOMETRY IS IRREGULAR
THE ENTIRE WOODEN STRUCTURE IS COVERED WITH A WHITE PTFE MEMBRANCE AND A COATING
OF TEFLON, WHICH HAS THE DISTINCTION OF SELF CLEANING, PROTECTS FROM DIRECT SUNLIGHTS
AND ALSO IS TRANSAPRENT AT NIGHT, THUS OFFERING VIEWERSA SPECTACULAR AND UNIQUE
OVERVIEW
INTERLACING
LAYERED HEXAGONAL LATTICE
95% OF THE ROOF TIMBERS ARE MADE FROM AUSTRALIAN OR SWISS SPRUCE;
THE REMAINDER ARE BEECH AND LARCH
EVERY SINGLE BEAM WAS CNC MACHINED TO UNIQUE PROPORTIONS
IMITATING THIS KIND OF HAT, THE ENTIRE WOODEN STRUCTURE IS COVERED
WITH A PROTECTIVE FABRIC, A FIBREGLASS AND TEFLON MEMBRANE.
THIS WATERPROOF MATERIAL CREATES A NATURALLY TEMPERATE
ENVIRONMENT, HELPING SATISFY THE BUILDING’S DEMANDING ENERGY
REQUIREMENTS AND ENSURING THAT WORKS OF ART ARE EXPOSED AND
CONSERVED IN THE BEST POSSIBLE CONDITIONS.
PROTECTIVE COVER

40. THE UNDULATING LAMINATED TIMBER ROOF STRUCTURE
SURROUNDS A 77-METRE METAL SPIRE.
THE FRAME IS COVERED WITH A
TRANSLUCENT FIBREGLASS AND TEFLON
TEXTILE CANOPY AND OVERHANGS THE
BUILDING'S WALLS BY UP TO 20 METRES.
THE NEW BUILDING WILL PROVIDE 5000 SQUARE METRES OF
EXHIBITION SPACE, SURROUNDED BY TWO GARDENS AND A GENTLY
SLOPING TERRACE.
THE METAL FRAME
THIS 37-METRE HIGH RING SUPPORTS THE
PROJECT’S VAST, UNDULATING ROOF.

41. DESIGN PROCESS
IDEA
APPROACH
CONCEPT
FORM FINDING
ERECTION
PROCESS
CONSTRUCTION

42. THANK YOU!