BUILDING CONSTRUCTION PORTFOLIO

BUILDING CONSTRUCTION

PORTFOLIO JASMINE IV-B VAKA

STADIUM ROOFING SYSTEM

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

LONG SPAN STRUCTURES – Buildings that create unobstructed, column-free spaces greater than 30 m (100 feet) for a variety of functions / activities IMPORTANT FACTORS: • visibility for auditoriums and covered stadiums • flexibility for exhibition halls and certain type of manufacturing facilities

Indira Gandhi stadium, Delhi

MATERIALS STRUCTURES

USED

FOR

LONG-SPAN

STRUCTURE• •

• •

All reinforced concrete (RC) including precast All metal (e.g. mild-steel, structural steel, stainless steel or alloyed aluminum) All timber Metal + RC (combined)

METAL+RC

METAL

TIMBER

RCC

FABRIC

PLASTIC

ETFE (polymeric membrane)

SKIN –

• • • • • • •

All reinforced concrete (RC) including precast Plastic coated textile material (fabric) –for roofing / cladding Fiber reinforced plastic –for roofing / cladding Laminated timber Each of previous materials is applicable up to a certain value of the (long) span.

Steel is the MAJOR material for long-span structures, allowing for the maximum spans to be reached.

The frequent use of steel is due to its advantages: i.e. light weight, high strength-to-weight ratio, ease of fabrication, ease of erection and convenient cost.

STADIUM ROOFING TECHNOLOGY

LAMINATED TIMBER

PTFE

STRUCTURE

SKIN

Bubble diagram showing use of materials Source: (Georgescu, 2017)

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

NEW METHOD OF CLASSIFICATION PROPOSED BY GEORGESCU Built on the basic structural elements composing the structure (i.e. plate/shell, beam, bar, cable, membrane) versus structural rigidity of the structures (rigid=solid wireframes, flexible= dotted wireframes, rigid-flexible = combined dotted and solid wireframes) Practical method Related to the calculation method and computer analysis of the space structure Allowing for new structural types to be included anytime in the future

•

• • •

TRADITIONAL CLASSIFICATION FOR LONG SPAN SPACE STRUCTURES

MODERN CLASSIFICATION FOR LONG SPAN SPACE STRUCTURES

MODERN FLEXIBLE SPACE STRUCTURES •

•

Pneumatic membrane structures including: -air-inflated membrane structures -air-supported membrane structures Membrane structures with rigid or flexible steel supports AIR-SUPPORTED MEMBRANE STRUCTURE

Source: (Georgescu, 2017)

STADIUM ROOFING TECHNOLOGY

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

BEIJING OLYMPIC STADIUM, BEIJING (BIRD’S NEST) – CAPACITY: 91,000 – (after 5 years of construction, opened in June, 2008) CONSTRUCTION PROCESS I.

CONCRETE BOWLCONSTRUCTION: Concrete pumped to heights and poured inside the reinforcement for bowl (was needed to be done before winters) – completed in 5 months. (thick rebars are difficult to handle)

MEMBRANE + RIGID STRUCTURE LONGER SPAN-330 m SHORTER SPAN-220 m HEIGHT- 69 m

2. STEEL STRUCTURE: • First set of beams were on the outside which was then covered by 24 pillars .

• These pillars serve as the bones of the structure.

MATERIALS- STEEL (44,000 tonnes) + INFLATABLE ETFE (ethylene tetra fluoroethylene) CONCEPTBird’s nest not aesthetically but also structurally.

only

CHALLENGE- Needs to be earthquake proof SOLUTION- Steel frame as separate structure without touching concrete bowl. they also divided the bowl into 6isolated sections with a large gap between them.

Beijing is a strong seismic activity zone in the continental area of eastern China.

1668 earthquake in Shandong Tancheng 8.5, the Bohai Sea in 1969 7.4 earthquake in 1974 Haicheng 7.4 earthquake occurred in the earthquake zone, according to records, the band occurred a total of more than 60 earthquake 4.7 times.

STADIUM ROOFING TECHNOLOGY

- The skeleton is on the

24 PILLARS IN THE FORM OF TRUSSES

outside which is also the building’s facade

3.

The second set of beams

fills in the space between beams and the first set. They link all the beams to form a braided structure.

BEAMS CONNECTING PILLARS AND SPACE FRAME

the third set of beams supports the stairway that provide access to all levels and provide the membrane for the roof covering.

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

AIR-SUPPORTED MEMBRANE STRUCTURES The pressure inside the air-supported membrane structure is relatively low (only 1,003 standard atmospheres) so that people can live inside the structures Membrane material = fabric substrate + coating (mainly PVC and PTFE= poly-tetra-fluoro-ethylene) Membrane material suitable for use as air cushions is a type of polymeric material (that does NOT include a fabric substrate) such as ETFE (=ethylene tetrafluoro-ethylene) Basic requirements for membrane materials: strength, light transmission, self cleaning capacity and fire resistance

• • • •

HUBERT H. HUMPHREY METRODOME SPAN – 250m An air supported structure supported by positive air pressure.

It required 250,000 cubic feet per minute (120 cubic m per second) to keep it inflated.

Air pressure was supplied by twenty 90hp (67 kW ) fans.

The stadium had a fiberglass fabric roof that was self-supported by air pressure and was the third major sports facility to have this feature.

The inflatable roof over the Hubert H. Humphrey Metrodome was made from ten (10) acres of fabric, weighing approximately 580,000 pounds.

During winter months, warm air circulated between the layers to help melt snow on the roof.

• • •

• • •

•

Fiber glass fabric roof

POLYHEDRON SPACE FRAME STRUCTURES • • • •

Completely new structural system.

A fundamental cell composition consists of two12-sided polyhedron cells and six 14-sided polyhedron cells The intersecting lines of the polyhedron over the cutting surfaces are the chord members of the roof and wall structures The remaining boundary lines are the interior web members.

STADIUM ROOFING TECHNOLOGY

Polyhedron cell

Polyhedron assembly

Polyhedron space frame structure

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

BEIJING NATIONAL AQUATICS CENTER • • • • • •

•

National Aquatic Center “Water Cube” for the Beijing 2008 Olympic Games First polyhedron space frame structure in the world Plane dimensions 177 m x 177 m Gross Floor Area: 90000m2 Height 30 m Surface members of rectangular steel tubes to accommodate the ETFE cladding cushions with drum-type hollow joints Interior members of circular steel tubes with normal hollow spherical joints

CONCEPT• • •

Shaped as a cube to symbolize earth Covered with “bubbles” to symbolize water rThe geometry of building is based on Polyhedral Array

Phelan-Weaire

Phelan-Weaire Polyhedral Array geometry

DRUM JOINT

STRUCTURAL FORM• • •

176m * 176m * 29m 3D Vierendeel space frame All walls are approximately 3.6m thick and the roof zone 7.2m deep

STRUCTURAL ELEMENTSSECTION

• • •

• •

STRUCTURE The final structure is comprised of 22,000 tubular steel members connected by 12,000 nodes Repetitive geometric polyhedrons Ductile structure to deal with the seismic conditions found in Beijing SKIN Ethylene Tetra Fluoro Ethylene (ETFE) foil cushions that form the cladding The large cushions are actually in three layers (outer, middle and inner), with their contained air pressurised to 200pa, giving an effect similar to a cavity wall

STADIUM ROOFING TECHNOLOGY

structural details

3D Vierendeel space frame

Ethylene Tetra Fluoro Ethylene (ETFE)

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

THE ROOF OF THE NATIONAL GRAND THEATER IN BEIJING

OPEN-WEB LATTICED SHELL STRUCTURES Usually composed of beam elements (no diagonals) Some systems however use diagonals The latticed shell with a curved surface evolved from the planar open-web truss.

Most latticed shells are two-way orthogonal or diagonal Joints in upper and bottom chord are usually connected with five members.

• • • • •

ADVANTAGES • Improve the structural behavior • Reduce material consumption • Provide enough space for a mechanical floor

• • • • •

•

•

The national grand theater in Beijing

CANOPY ROOF OF HANGZHOU OLYMPIC STADIUM

PARTIAL DOUBLE-LAYER LATTICE SHELLS • • •

• 1.

2.

Composed of single-layer lattice shell + double-layer lattice shell + linking structure with bar and beam elements.

The parts of the structures that mainly resist bending forces are designed as double-layer lattice shells.

The parts of the structure that mainly resist membrane forces are designed as single layer lattice shells

Roof span – 144 m Ellipsoidal shell Overall plan size of 146m x 212 m Height of 46 m Longest span open-web latticed-shell in the world Roof composed of 144 radial open-web arches + circumferential steel tubes Four groups of large crossbracings improve the torsion resistance and stability of the structure

• •

•

Looks like a flower with many petals The petals are designed as double-layer lattice shells The parts among the petals are designed as single-layer lattice shells.

Structural configurations: For a structure that needs to set up a skylight or an air vent, a double layer lattice shell with a point-type (local) single-layer shell can be designed.

Spatial trusses may be set-up to strengthen a single layer lattice shell and to form a partial double-layer lattice shell with partitions.

Source: (Georgescu, 2017)

STADIUM ROOFING TECHNOLOGY

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

RETRACTABLE ROOFING SYSTEM RETRACTABLE means something able to be pulled backwards or inwards.

It can also be referred as MOVABLE or SLIDING. Pittsburgh civic arena was the first stadium with retractable roof structure which inaugurated in 1961 in United States.

Implementation of such structures is costly, it can be inferred that United States is the first country that achieved these difficult and complicated structural Systems.

Roofing Materials of Retractable Roof Structures •Glass •Polycarbonate •EthyleneTetrafluoroethylene (ETFE) •Photovoltaic

Roof designed with tracks so as to convert any interior space into outdoor space. These roof can be used in residences , bars, swim centers, etc. to provide open air experience.

Some specifications such as flexibility, beautification, and authentication have made suitable this kind of construction for the wide span roof stadiums. According to this, the most important view point in these special projects is how to cover the wide span open roofs.

Therefore, identification of structural systems used in these stadiums is important.

TYPES OF RETRACTABLE ROOFS IN STADIUMS: • • • •

SLIDING AND OVERLAPPING FAN SHAPED UMBRELLA ACCORDIAN

Retractable roofs are normally composed of rigid, steel moving panels. Panels consist of large steel trusses and are powered by large, mechanical drive systems. Retractable roofs can move in a variety of directions, including vertical, horizontal, parallel, fan-shaped revolving and central revolving.

There also different types of retractions, including overlapping, stacking and folding, and roofs can be divided into any number of sections.

SLIDING AND OVERLAPPING

UMBRELLA

STADIUM ROOFING TECHNOLOGY

FAN SHAPED

ACCORDIAN

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

CABLE STRUCTURES •

A cable structure is a flexible structural component that offers no resistance when compressed or bent in a curved shape. Technically, we can say cable has zero bending rigidity.

•

In the analysis of cables the weight of itself is rejected. We assume that cable is flexible and inextensible. Due to its flexibility cables offer no resistance to shear or bending.

•

Form active structure systems

•

Can only support tensile loading.

•

Lightness of the flexible suspension cable is the demerit of the system, which can be largely eliminated through pre-stressing so that it can receive frictional forces that also may be upward directed.

TYPES OF CABLE STRUCTURES-

• •

cable-stayed structures suspension structures

SOURCE: (Santoso, 2004)

STADIUM ROOFING CONSTRUCTION SYSTEM

ADVANTAGES •

Extremely light weight - The low weight of the materials makes construction easier and cheaper than standard design

•

Cost efficiency: Depending on the requirement, cables under tension is able to reduce the cost of construction by increase its spanned area under tension.

•

Design Freedom: With the flexible and highly formable systems, this provide the architect to go all out by using conventional construction materials. It also improve its functionality by providing a well-designed tensile structure which adds aesthetics to the building.

DISADVANTAGES •

challenging to inspect and repair

•

can sometimes be susceptible to rust or corrosion.

•

The limitations in the application of cables stem directly from their adaptability to changing loads : CABLES are unstable and stability is one of the basic requirements of structural systems. The trusses hanging from the cables of a suspension bridge not only support the roadway but also stiffen the cables against motions due to moving or changing loads.

STADIUM ROOFING CONSTRUCTION SYSTEM

MATERIALS Cables can be of mild steel, high strength steel (drawn carbon steel), stainless steel, polyester or aramid fibres. Structural cables are made of a series of small strands twisted or bound together to form a much larger cable.

SOURCE: (Santoso, 2004)

WEMBLEY STADIUM, UK

WEMBLEY STADIUM, UK LOCATION- Wembley, England CONSTRUCTION TIME PERIODSPAN- 315m ARCHITECT- Norman Foster and partners ENGINEER- Mott MacDonald AREA- 1,70,000 m sq SEATING- 90,000 ARCH LIFTING TIME- 4 weeks ARCH WEIGHT- 750 tonnes ARCH LENGTH- 25 kms ARCH HEIGHT-133m

CONCEPT:

Iconic- arch visible from 25 kms away.

STRUCTURE/ CONSTRUCTION SYSTEM:

ICONIC ARCH

Cable-stayed structure Arch carries north roof load and part of south roof.

RETRACTABLE ROOF PANELS-12 TIME TO OPEN/CLOSE ROOF- 57mins ROOFING MATERIAL-Aluminum sheet THICKNESS OF ROOF-1.2 mm Football World Cup Final in 1966, the old Wembley Stadium was the most important sports and entertainment venue in Britain. The challenge in reinventing it for a new century was to build on its extraordinary heritage and yet create a venue that would be memorable. With 90,000 seats, standing almost four times the height and covering twice the area of the original, the new stadium is the largest covered arena in the world.

CABLE-STAYED

DID YOU KNOW? •

Illuminated arch is visible from Canary wharf, 13 miles away

•

Structure is similar to a cycle wheel

•

Arch was lifted with help of climbing rope principle

SOURCE: (Santoso, 2004)

STADIUM ROOFING CONSTRUCTION SYSTEM

ARCH FABRICATION AND ERECTION The Wembley arch is the stadium’s signature. It does have a structural function, that of supporting the north roof directly and of supporting much of the south roof.

CONSTRUCTION PROCESS

BUILD DIAPHRAGM

WELDING

•The sequence was to build the diaphragms first with stub tubes attached, then to place the diaphragms in position on the ground then to weld the tubes in-between.

DIAPHRAGM

STUB TUBE

SEGMENT OF TRUSS- DIAPHRAMS WELDED TOGETHER FORMS LATTICE STRUCTURE

HINGE AT THE BASE •In its final condition, the arch is hinged ‘in plane’ at the base but to build it on the ground and raise it up, the arch had also to be hinged at 90 degree to this and so a rather complex doubly hinged temporary joint capable of rotation and capable of taking all the temporary forces was required at the arch ends.

LIFT ARCH USING TURNING MASTS ACHIEVE 112 DEGREES OF ANGLE •In its final state, the arch is held in place by cables and there are also cable attachment cleats for supporting the roof under. Thus there are lugs built in at intervals for cable attachment points.

To cope with lifting and restraining the arch before completion, additional lugs were required.

•The arch was lifted utilising five turning masts. The longest mast was ~ 100m long and a substantial structure in its own right. The pulling forces were supplied by standard civil engineering strand jacks that have immense capability. One set of jacks was provided for each turning mast.

As the jacks are activated, the turning masts rotate and exert a force on the arch causing it to be raised.

•Technically the force is controllable but the force applied to the arch is dictated by the stiffness of the particular attachment line. Moreover, because the lines are long they stretch a significant amount. This is important because it was not only necessary to lift the arch but also essential to maintain it in a plane during the lift to avoid dangers of buckling.

•To achieve both those objectives, the jacks were operated sequentially and the amount of jacking controlled by both force and displacement in a manner which lifted the whole arch but also kept it within planar tolerances. The whole operation was controlled by a ‘Lift Master' and during the lift, surveys were conducted to assure that computer predictions matched reality. The critical part of the lift was the stage at which the arch was turned through 90o. Up till then it could al- ways have been lowered had something gone wrong but this was unlikely as the peak lifting loads took place at the moment the arch left the ground, so the entire system was in effect tested at that stage. In contrast, the first time the arch restraint lines had to work was the moment when the arch went ‘over the top.’ If they had failed then, the arch would have collapsed.

•In its temporary state, the arch was held back on inclined forestay restraint cables.

STADIUM ROOFING CONSTRUCTION SYSTEM

HINGED AT BASE

TURNING MASTS- LIFTING THE ARCH

ARCH AT 112 DEGREES LUG A lug, also known as a lifting lug or a padeye, is essentially a plate with a hole in it where the hole is sized to fit a clevis pin.

ARCH FABRICATION AND ERECTION • ERECTION Steel is required on site in the sequence necessary to erect it and that means every connection and every fastening and lack of any one part may well hold up the entire process. The key aspects to be taken account in assessing any erection scheme are: •SEQUENCING-The significance of the sequencing lies in implication for the flow of deliveries to site (and in turn the design and fabrication) and for buffer storage on site prior to erection.

•WORKING AREA- A substantial lay down area is required to assemble the pieces delivered small into site and then to link them together into the larger parts that might be required for completion. Pieces must be pre assembled at locations where it is possible for cranes to reach at their permit.

•ASSEMBLY-It is frequently not possible to deliver parts to site in the lengths required for full assembly. Hence a sub assembly process is needed. The individual trusses at Wembley were long and can be described as semi Vierendeel trusses with the bottom member being a stressed cable. To build these required that the top boom was placed on stillages, and then curved downwards whilst the cable was fitted into place on the bottom.

•LIFTING UP - Craneage is expensive and capacity is limited by both tonnage and reach. Hence planning lifts is most im- portant to assure cranes have adequate capacity and can be used efficiently. In a job like Wembley, which was not capable of rapid repetitive production, there are large amounts of down time whilst the cranes are not being used but still have to be paid for. This makes the ‘craneage cost / tonne’ quite significant. A second issue is that long structural members are capable of buckling under self weight if not restrained, so checks have to be made on the top boom stabilit •TEMPORARY STABILITY- Long structural members are unstable and will tend to buckle unless restrained at intervals and this is normally achieved by framing steel members into the side for example in a roof this is normally the purlins. However, such steel does not exist either during the lift or immediately thereafter when the main members are initially positioned. Hence checks on stability are required and frequently, additional temporarily steel has to be added.

•ACCESS -Safety during erection is vital and one aspect of this is the thought and planning that has to go into assuring safe access provisions for workers to each location they are required to get to. Since it’s clear at Wembley that workers have to travel along the rafters to fit purlins and to gain access to the front edge, significant temporary access ways were required. Moreover on a roof as large as Wembley, unless rapid access ways are provided, significant man hours will be lost just by getting to and from the work.

•Alignment- All structures have to be built to achieve alignment and tolerances. In simple structures, no fabrication measures are taken apart from traditional means of overcoming tolerance problems. In more complex structures, beams may be precambered and in frames, preset may be used. In really complex structures like Wembley, a combination of camber, preset and allowance for elastic shortening is required.

STADIUM ROOFING CONSTRUCTION SYSTEM

NATIONAL STADIUM, WARSAW, POLAND

NATIONAL STADIUM, WARSAW, POLAND • • • • • •

Warsaw’s National Stadium, also known as Stadion Narodowy in Polish, is located in the Skaryszewski Park, east of the city centre on the bank of river Vistula. It is the home stadium of the Polish national football team.

Its construction started in 2008 and finished in November 2011.

The stadium has a retractable PVC roof which unfolds from a nest on a spire suspended above the centre of the pitch.

The retractable roof is inspired by the cable-supported unfolding system of Commerzbank-Arena in Frankfurt, Germany, and is similar to the newly renovated roof of BC Place in Vancouver, British Columbia, Canada.

The stadium is equipped with a heated pitch, training pitch, façade lighting, and underground parking.

It is a multipurpose venue able to host sporting events, concerts, cultural events, and conferences.

•

•

•

• •

• • •

Capacity of - 58,145 seats for spectators during football matches and up to 72,900 during concerts and other events (including 106 sites for disabled people).

Total volume of the stadium (without roof) - 1,000,000 m² and the total area is 204,000 m².

The retractable roof structure is 240 × 270 m and the central spire stands at a height of 124 meters above the River Vistula and 100 m above the pitch.

The total length of the lower promenade is 924 meters.

The stadium has the largest conference center in Warsaw with a capacity of 1600 people including 25,000 m² of commercial office space.

Underground parking for 1765 cars is located beneath the pitch.

The stadium contains restaurants, a fitness club, a pub, and 69 luxury skyboxes.

The roof truss system adds a number of significant features to the familiar spoked wheel principle. Also unmistakable as a feature visible from a distance is the façade, made up of anodized expanded metal in the Polish national colors of red and white.

STADIUM ROOFING TECHNOLOGY

View of the roof from seating

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

Partially transparent, the retractable roof is made of fiber glass covered with Teflon.

This kind of material is resistant to weather factors (rain, the heat of the sun, and can hold up to 18 cm of wet snow) and the crease tendency.

The process of opening or closing the roof takes about 20 minutes and it can only be performed at temperatures above 5 °C and not during rain (this was the reason for a one-day postponement of the football match against England on 16 October 2012).

A drive system is used for stretching the membrane during the process of opening and for folding the material during the process of closing the roof.

The total weight of the steel-cables supporting the roof structure is 1,200 tons.

Under the roof there are four LED display screens, each with an area of 200 m².

• • •

• • •

The construction of the stadium is divided systematically into two: ➢ The stand consists of prefabricated concrete parts. ➢ Above this is a steel wire net roof with a textile membrane hung on freestanding steel supports with inclined tie rods.

•

• •

•

•

The interior roof consists of a mobile membrane sail that folds together above the pitch.

The video cube with four screens giving optimal sightlines from all seats is also in the middle of the pitch.

The top tier is accessed via twelve arch shaped, singleflight staircases.

The exterior façade consists of anodized expanded metal that provides another transparent envelope for the actual thermal shell of the interior areas and access steps.

The stadium with its exterior façade in the national colors of Poland will stand out in the park as a landmark visible from afar.

Opening of roof takes about 20 minutes

STADIUM ROOFING TECHNOLOGY

Top- close view of the spoke wheel mobile membrane Bottom - picture at the time of construction

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

Static diagram – load distribution.

• In section the inner roof over the play ground is easy to recognize as spoke wheel with one band and one central hub.

• The band consists of two stretched rings of the outer structure. The mast (needle shaped) acts as a central hub.

• In horizontal projection the four bundles of lower radial cables supporting the mast settle down as the diagonal of the play ground.

• The conception of spoke wheel in the outer part structure was realized by means of two compressed rings and two stretched rings connected by crossing radial cables.

• The upper compressed ring was replaced by the façade tie of the carrying cable which by intermediation of the inclined angle strut rest on the lower compressed ring.

• The whole radia force originating from lower and upper radial carrying cables was transmitted to the compressed ring and as horizontal component of radial force to the foundation.

• Between two stretched rings there were inserted compressed struts which together with 10 m long cantilevers compose the support of the glass roof and simultaneously compose the roof inner edge.

• In this way the span of roof structure attains 91 m.

STADIUM ROOFING TECHNOLOGY

The basic data concerning the steel structure, façade and the roof of the stadium: • compressed ring diam. 1820 mm, wall thickness g = 80 mm, 72 segments each 12,6 m long, the total length of the ring 907 m; • columns supporting the compressed ring diam. 1016 mm, wall thickness g = 30 – 70 mm, 29 – 34 m high; • angle struts diam. 1016 mm; • facade tie diam. 508 mm, wall thickness g = 25 – 45 mm; • weight of main steel structure 12 000 t; • weight of auxiliary steel structure with the mast (needle shaped) 2 400 t • weight of steel cables with connectors 1 700 t; • total length of the cables 37 000 m; • outer aluminium façade ca 22 000 m2; • surface of fixed roof over the tribune ca 50 000 m2; • surface of outer roof ca 6 000 m2; • surface of closed roof ca 10 000 m2; • surface of glass roof ca 4 000 m2.

3-D showing the structure of roof and the stadium

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

HAMBURG AIRPORT, GERMANY • Roof span = 62 m (diagonals present) • The form and construction of the roof is based on an aircraft wing.

• This dynamically formed steel construction stands in deliberate contrast to the monolithic building blocks.

• The roof covers an area of 74 by 101m with seven triangular roof trusses. The roof construction is light and economic in spite of its span of 62 m.

STADIUM ROOFING TECHNOLOGY

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

BENDING STRUCTURES PLATE GIRDER span up to 60m made of welded steel plates to produce beams deeper than standard rolled shapes.

TWO-WAY GRID – span up to 90 m made either of two-direction plate girders.

ONE-WAY TRUSS – hollowed out beam, made of linear slender members joined together in stable triangular configurations with optimum h/L = 1/5…1/15)

STADIUM ROOFING TECHNOLOGY

FUNICULAR STRUCTURES PARABOLIC ARCH – spans up to 98 m in form of truss for greater rigidity, reach.

TUNNEL VAULT-AND-DOME stadiums reaching 204 m span act in pure compression; have rise-to-span ratio 1:10…1:2.

CABLE STAYED ROOF – spans up to 72 m derived from bridge building (steel cables radiating downwards from masts that rise above roof level.

GROUP MEMBERSADITI, JASMINE, TAGE, VISHESH

BUILDING CONSTRUCTION REPORT

GRGF (Glass fibre reinforced gypsum) JASMINE IV-YEAR VAKA

INTRODUCTION •

Glass fibre reinforced gypsum (GFRG) walls, also known as Rapidwall in the constructed dwelling industry, are new building materials firstly manufactured in Australia in the early 1990s. It is a very versatile eco-friendly building material that can be manufactured utilizing industrial waste phosphogypsum.

•

COMPOSITION- These panels are ready-made gypsum panels with hollow cavities and are made of calcined gypsum plaster and reinforced with cut glass fibers (a slender filament). At the time of the manufacturing operation, glass fibers of about 30–35 cm in length are anyway scattered inside the panel surface and in the ribs. The glass fiber amount in the panel is 800 gram per sq. meter of Rapidwall surface area.

•

WHY TO USE- It is a green product ready for quick assembly and erection as buildings. Fundamental analysis and utilization of GFRG panels has been carried in India, Australia, and China.

•

WHERE TO USE- Rapidwall could be used in low buildings as loadbearing walls and in low-rise buildings or as upper storey walls in a high-rise building when filled with self-compacting concrete in the hollow cavities.

•

LIMITATION- The application of GFRG wall is finite for its impoverished sideways rigidity even though it is filled with concrete in its hollow cavities.

•

Discovering a unique way to intensify this disadvantage to make it relevant for the small high-rise residential building is a beneficial choice for analysts.

•

CONSTRUCTION BRIEF- In building construction, the standard GFRG panels are cut in the manufacturing unit into building element that may possess window and door openings. These elements are then moved to the construction location and hoisted in a similar process as in the construction process of precast concrete panels. The hollow cavities inside the GFRG panel can be properly filled with miscellaneous materials, such as concrete or any insulating material like quarry dust mixed with 5% cement, to serve different aims, such as to escalate the strength or enhance the thermal and sound insulation of the walls. In a Rapidwall building, all or most of the building elements are built using GFRG panels. Therefore, the GFRG panels aid as both architectural partitions and structural load bearing walls.

•

EARTHQUAKE PERFORMANCE- The GFRG hollow cavities are filled with concrete but the bond as if in other conventional building systems is not alike in it. The bond between concrete and GFRG wall surface is neither strong nor reliable. But the beauty is that as long as we put them together and connect them and make them into a unit actually lack of bond is also advantageous because there will be loss of energy. The energy can be dissipated through fraying of surfaces and making the structure a little more flexible. All these things help in earthquake performance of this GFRG building system.

WHY USE GRGF? ADVANTAGES •

Versatile eco-friendly building material

•

Thermal insulation due to cavities.

•

This building which does not need any plastering uses much less cement, sand, steel, and water than conventional buildings so for the same carpet area the built-up area and the building footprint is much less than conventional buildings.

•

Up to 8 storeys and can be designed using this loadbearing system without the need for any beams and columns. The construction is rapid, cost-effective and green providing affordable housing in India.

•

This technology can result in enormous savings in almost all materials which are considered today to be environmentally sensitive such as water, sand, bricks, and steel.

•

At the same time, it uses a benign material which is a waste product of fertilizer manufacture and is available in plenty.

REASONS WHY INDIANS ARE NOT USING GFRG PANELS?

•

Proper Structural Designing of the Structure is required.

•

Lack of knowledge of the engineers and contractors in India.

•

The construction of buildings using GFRG Panels requires specialists who work closely coordinated especially building services also.

APPLICATION •

Most common use of GFRG panels is as a load bearing walls. Cavities of walls can be unfilled or can be filled with concrete or reinforced concrete depending on the load coming on to the panels.

•

Generally panels without filling might be sufficient to carry loads due to two storeys. For additional floors, the wall panels have to be strengthened with concrete infilling or with reinforced concrete infilling depending on the intensity of load acting on the wall panels.

•

Panels have to be integrated with floor slabs / beams with starter bars in the case of unfilled or in filled panels without any reinforcements. When load bearing multi-storeyed building is subjected to fairly high lateral load like wind / earthquake in addition to gravity load like dead load and live load, the panels will be subjected to relatively high in plane bending in addition to vertical load.

•

Such panels invariably filled with reinforced concrete.

For design purpose the wall panels can be assumed to be simply supported all-round the panel.

•

In the case of conventional framed constructions with beams and columns, GFRG panels without filling can be used as filler walls. The portion of the GFRG panels above the door / window openings can act like lintels, without filling for small openings of doors and windows or with reinforced concrete filling for large openings of doors and windows in the case of internal walls. But for external doors / windows sunshade shall be provided always. Then the lintels can be of reinforced concrete only.

DIFFERENT TYPES OF PANELS

HOW ARE GFRG PANELS MADE? •

The GFRG panels are cast in three stages on a special table by pouring a paste of calcined gypsum and other chemical additives.

•

Glass fibres are spread evenly onto the mix by means of a screening and rolling process.

•

Then, special aluminium plugs are inserted on top of the finished first layer with 20mm gaps in between to form the hollow cavities in the panel.

•

Now the second pouring of the mix is done along with cutting glass fibres with tamping to form the ribs of the hollow panel.

•

In the third stage of the process, the first stage is repeated to complete the top layer of the panel after setting which takes 25 minutes the plugs are withdrawn and the casting table is rotated and in its vertical position, the panel is taken out for drying by means of a special forklift.

•

The drying of the panels is done in a dryer chamber in which hot air is circulated to dry the panel evenly for 19 minutes after drying the panels are cut using a computer-aided and automated process tailor-made to the specified requirements.

•

For any building project, it is important that all this information is carefully planned in advance and furnished at the plant site by means of cutting drawings to be furnished by the architect or engineer.

SIZE OF PANEL- 12m X 2.85m X 0.24m

MANUFACTURING PROCESS SOURCE-(FACT RCF, 2018)

CONSTRUCTION PROCESS • GFRG wall panels are erected with the help of a crane.

• A special locking system is used to grip the ribs of the panel on top enabling easy lifting without any damage to the panel.

• The panels are hoisted vertically and positioned in place over the starter bars jutting out from the plinth beam then appropriate reinforcement bars are inserted as per the design into the cavities.

• In a two-storey building which was made at IIT Madras, every third cavity is filled with concrete and reinforced with a 10mm bar. Other cavities are filled with an inert material such as dust mixed with 5% cement and water.

• The vertical steel bars are tied to the starter bars and the verticality of the panel is ensured by using the plumb bob.

• Grooves are cut into the edges of the panel to facilitate integral bonding with adjoining panels it is mandatory that all joints between connecting panels are filled with concrete and suitably reinforced with steel.

• After the ground floor wall panel erection is completed the door and window frames are then fixed in position at their respective locations.

FURTHER READING - https://www.constructiontips.co.in/gfrg-panels/

CONSTRUCTION PROCESS

1. ERECTION OF PANEL ON STARTER BARS

4. FILLING JOINTS WITH CONCRETE

7. SCREED CONCRETING

2. SUPPORTING PANELS

5. PLACEMENT OF SLAB

8. AFTER ERECTING OTHER FLOORS CONCRETING OF ROOF SLAB

3. CONNECTING WALLS

6. REINFORCEMENT CAGE- BEAMS

9. FINISHING

JOINT DETAILS BETWEEN PANELS VERTICAL JOINT BETWEEN PANELS: While constructing buildings, various types of wall to wall vertical joints have to be provided. Depending on plans shapes, these joints can be L type (which can be named as joint J1), T-shaped (J2), Star shaped (J3) and it can be one in which panels joining at the joint subtends an obtuse angle (J4) or joint between straight panels (J5).

•

In the case of J1 type of joint, 3 starter bars shall be provided one exactly in the corner and other two in the centre of adjoining cells in the adjoining panels on either side of joint.

•

The tie rods of minimum diameter 10mm shall be tied with starter bars and length of these tie rods shall be such that either they get anchored into the upper floor walls to act as starter bars for these walls if there are walls above the panel under consideration or they shall get anchored into the roof slab above in case the walls under consideration are topmost internal panels.

•

If the panels happened to be topmost external walls then these tie rods shall be extended into the full height of the parapet wall above to start as anchor rods for parapet walls.

•

The vertical tie rods are tied together with 6 mm φ diameter horizontal ties @ 600 mm c/c so that the steel cage becomes L-shaped. It shall be ensured that the spacing between bottom most two ties is not more than 300mm.

CONNECTION BETWEEN PANELS AND FOUNDATION •

Depending on the type of soil and the nature of the building, foundation can be strip footing (wall footing) or independent footing / raft foundation / pile foundation together with a plinth beam. Typical connection between the strip footing and the three types of walls are shown below.

•

After the plinth beam together with starter bars is ready, the panel is placed in position. Then the cavities to be filled shall be filled with concrete. This type of footing shall be adopted when all the panels are subjected to compression under all possible loading combination and shall not be adopted when there is net tension in the bottom most panels.

•

Almost the same procedure is followed in the construction with wall panel resting on plinth beams which in turn is supported by independent footings / raft foundation / pile foundation.

•

Bottom-most wall panels in this type of construction can resist tension also. In such cases, panels shall be adequately reinforced to take the tension and the starter bars shall start from the bottom plinth beam, tying the panels effectively to the plinth beam.

•

The panels can also be used to extend the existing buildings. The existing building can be of framed one or load bearing one. On top of the roof slab, starter bars are inserted into the holes drilled and epoxy grouted. Once this is done, erection sequence will be the same as that discussed earlier for new construction. Details of connection between the existing building and the panels in the case of framed building and also in the case of load bearing brick masonry construction.

CONNECTION BETWEEN UNFILLED PANEL AND WALL FOOTING

CONNECTION BETWEEN INFILLED PANEL AND WALL FOOTING

REFERENCES http://www.bmtpc.org/DataFiles/CMS/file/PDF_Files/22_GFRG-Panel-RCF.pdf

http://www.frbl.co.in/cm.pdf https://www.constructiontips.co.in/gfrg-panels/

230

1.ALL DIMENSIONS AND LEVELS ARE IN MILLIMETERS UNLESS OR OTHERWISE MENTIONED.

3700

W1 115

3770

W1

D1

2700X3400

D2

4950

230

4770 3.FOR CONSTRUCTION PURPOSES, THE DIMENSIONS SHALL NOT BE USED FOR CONSTRUCTION UNTIL THEY ARE ISSUED FOR CONSTRUCTION.

LIVING ROOM

KIDS' ROOM

3700x3100

2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS, SPECIFICATIONS & SITE CONDITIONS & SHALL REPORT ANY ERROR, OMISSION AND/OR ANOMALY TO THE ARCHITECT BEFORE COMMENCEMENT OF WORK.

4000

115

3070

BEDROOM

124

124

W1

700

2700

1250

3225

2984

D4

3675

W1 230

124

MASTER BEDROOM 3675X3700 124

BALCONY 4950X1200

1200

W1

3405

124

750

124

1220

4700X3600

4.ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.

W1

1375

TOILET 2660X1375

750

3675

1270

6315 2510

900 230

990

1615

D2

115

3770

124

W1

1200

2955

W1

300

3070

DINING 3070X3500

230 1660

LINTEL LEVEL

REMARKS

D1

1000*2100

-

2100

WOODEN FLUSH DOOR

D2

900*2100

-

2100

WOODEN FLUSH DOOR

D3

750*2100

-

2100

WOODEN FLUSH DOOR

D4

1500*2100

-

2100

WOODEN FLUSH DOOR

W1

1220*1200

900

2100

WOODEN SHUTTER

W2

1000*1200

900

2100

WOODEN SHUTTER

V1

600*500

1600

2100

WOODEN SHUTTER

W2

D4

345

BALCONY 4800X1500

300

300 850

BALCONY 2100X1200 124

50

SILL LEVEL

230 750

3950

124

D1

BALCONY 3675X1200

115

SIZE

W1

124 2200

D1

115

FAMILY ROOM 2700x3400

BEDROOM 3700X3100

2733

W1

D3

1610

2625

FAMILY ROOM 3950X2735 124

B

6995

KITCHEN 3855X2200 3855

D2

NAME

1660X4500

D3

124

124

D2

BEDROOM 3675X2625 124

V1

D2 D3

D3

970

DOORS AND WINDOWS SCHEDULE

KITCHEN

1980

A

WC/BATH 2800X1500

800

5770

X'

124

D2

230

124

D2

5.ALL MATERIALS/FINISHES TO BE AS SPECIFIED AND APPROVED BY THE RESPECTIVE CONSULTANT.

750

710

STORE ROOM D2 2200X1360

124

WC/BATH 2800X1200

670

2200

D3

1935 V2

1130

TOILET 1760X1375

X

3647

3000

1760

26110

124

11000

770

124

124

1356

124

5360

D2

D3

750

1021

D1

115

LIVING ROOM 4950X2500

850

5000

W1

4630

1220

3150

4000

5000

3000

9000 12300

R

TYPICAL FLOOR PLAN

JOINT SEALANT

C

3-Y10 FOR FULL HEIGHT AS CORNER TIE RODS

HORIZONTAL TIES R6-300

LVL-1200 LVL-1235

LVL +0

STARTER BAR Y10

LVL-1200

LVL-35

2Y10 FOR FULL HEIGHT AS CORNER TIE RODS

C' HORIZONTAL TIES R6-300 JOINT SEALANT FFL

M20 CONCRETE INFILL

ELEVATION - REAR SIDE(R)

TOILET

LIVING ROOM

DETAIL AT B (1:5)

DETAIL AT A (1:5)

STORE ROOM

LVL+3150 (FIRST FLOOR LEVEL)

WATER RESISTANT COATING

WASTE PIPE 150 MM SOIL PIPE 150 MM

PROJECT TITLE:

M.I.G. HOUSING

LVL+2374 (LINTEL LEVEL)

SKIRTING

KATWARIA SARAI REDEVELOPMENT

GRGF CONSTRUCTION

FFL

TOILET

LIVING ROOM

STORE ROOM

FFL

SEALANT

PCC FLORRING CONCRETE

PLINTH BEAM

QUARRY DUST/SAND

DRAWING TITLE:

TYPICAL FLOOR LAYOUT, ELEVATION AND SECTION

FGL LVL+274 (FLOOR LEVEL) LVL+250 (PLINTH LEVEL) LVL+0(NGL)

BRICKWORK

C

SUBMITTED BY:

DRAWING NUMBER

JASMINE ARORA IV-B VAKA

WD1

PCC NORTH POINT

SECTION AT XX'

DETAIL AT C (1:5) SCALE

1:50

1.ALL DIMENSIONS AND LEVELS ARE IN MILLIMETERS UNLESS OR OTHERWISE MENTIONED.

J1 TYPE JOINT

C

3-Y10 FOR FULL HEIGHT AS CORNER TIE RODS

2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS, SPECIFICATIONS & SITE CONDITIONS & SHALL REPORT ANY ERROR, OMISSION AND/OR ANOMALY TO THE ARCHITECT BEFORE COMMENCEMENT OF WORK.

GLASS FIBRE REINFORCED GYPSUM IS A VERY VERSATILE ECO-FRIENDLY BUILDING MATERIAL PANEL SIZE-12.0m X 2.85m X 124 mm

3-Y10 FOR FULL HEIGHT AS CORNER TIE RODS

C' HORIZONTAL TIES R6-300

CAVITIES IN THE WALL PANEL MAKE THE BUILDING THERMALLY COMFORTABLE

FFL

CAN BE USED AS WALLING ELEMENTS, AS FLORRING/ ROOFING ELEMENT AS WELL AS COMPOUND WALL

WATER RESISTANT COATING

STARTER BAR Y10 -Y1000

SKIRTING

FFL

PCC FLORRING CONCRETE

PLINTH BEAM

A' QUARRY DUST/SAND

124

MAXIMUM SPACING 1000 SUBJECTED TO A MINIMUM OF 3 STARTER BARS IN A PANEL

B

QUARRY DUST/SAND

75

4.ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.

QUARRY DUST/SAND

FGL

FGL 1Y-10

1Y-10

BRICKWORK

BRICKWORK

BRICKWORK

PCC

PCC

PCC

SECTION A-A'

3.FOR CONSTRUCTION PURPOSES, THE DIMENSIONS SHALL NOT BE USED FOR CONSTRUCTION UNTIL THEY ARE ISSUED FOR CONSTRUCTION.

SKIRTING SEALANT

FFL

SEALANT PCC FLORRING CONCRETE

PLINTH BEAM

FGL

12000

STARTER BAR Y10 -Y1000

FFL

FFL

SEALANT PCC FLORRING CONCRETE

PLINTH BEAM

R6- 300

WATER RESISTANT COATING

SKIRTING

FFL

FFL

SEALANT

A

M 20 CONCRETE INFILL

M 20 CONCRETE INFILL WATER RESISTANT COATING

SECTION B-B'

5.ALL MATERIALS/FINISHES TO BE AS SPECIFIED AND APPROVED BY THE RESPECTIVE CONSULTANT.

SECTION C-C'

B'

PLAN OF A TYPICAL UNFILLED WALL PANEL

CONNECTION BETWEEN WALL FOOTING AND UNFILLED WALL PANEL

2850

2850

NOTE: WIDTH AND DEPTH OF THE FOUNDATION DEPENDS ON THE TYPE OF SOIL AND THE LOAD COMING ON TO THE FOUNDATION

J1 TYPE JOINT

5-Y10 FOR FULL HEIGHT AS CORNER RODS

STARTER BAR Y10

4-Y10 FOR FULL HEIGHT AS CORNER RODS

FFL

STARTER

FFL

BAR Y10 JOINT SEALANT

JOINT SEALANT

JOINT SEALANT

JOINT SEALANT

HORIZONTAL TIES R6-300

HORIZONTAL TIES R6-300

HORIZONTAL TIES R6-300 STARTER BAR Y10

2Y10 FOR FULL HEIGHT AS CORNER TIE RODS

230

20

GYPSUM PLASTER

JOINT SEALANT

124

20

JOINT SEALANT

JOINT SEALANT

M 20 CONCRETE INFILL

M 20 CONCRETE INFILL

JOINT SEALANT

M20 CONCRETE INFILL

DETAIL AT X GLASS FIBRE

GEOMETRY OF GRGF PANEL

DETAIL AT X(1:10)

UNFILLED WALL PANEL

VERTICAL STAR- JOINT (J3)

J2-2 WHERE INPLANE WALLS ARE DISCONTINUOUS

J2-1 WHERE INPLANE WALL IS CONTINUOUS

JOINTS BETWEEN WALL PANELS(1:10)

ANCHOR FASTNER OUTSIDE

B

M 20 CONCRETE INFILL

A

ANCHOR FASTNER FIXER LEAN CONCRETE INFILL

STARTER BAR Y10-1000

UPPER STOREY GRGF PANEL

SKIRTING

M 20 CONCRETE INFILL

UPPER STOREY GRGF PANEL

SKIRTING

10 GAUGE WELD MESH SIZE 150 MM

10 GAUGE WELD MESH SIZE 150 MM

GRGF FLOOR SLAB

GRGF FLOOR SLAB

INSIDE

PROJECT TITLE: JOINT SEALANT

A

FLOOR LEVEL HORIZONTAL TIE BEAM

POWDER COATED STEEL /ALUMINIUM WINDOW/DOOR FRAME

A'

A'

SECTION A-A' (1:10)

94 MM WIDE 8MM THICK PLYWOOD STRIP AS A LOST FORM

94 MM WIDE 8MM THICK PLYWOOD STRIP AS A LOST FORM

LOWER STOREY GRGF PANEL

B'

LOWER STOREY GRGF PANEL

ELEVATION

M.I.G. HOUSING

KATWARIA SARAI REDEVELOPMENT

GRGF CONSTRUCTION DRAWING TITLE:

WINDOW DOOR OPENING 124

TYPICAL DOOR OPENING

FLOOR LEVEL HORIZONTAL TIE BEAM

SECTION A-A'

124

SECTION B-B'

TYPICAL UNREINFORCED INTERNAL LINTEL IN AN UNFILLED WALL PANEL SUPPORTING GRGF FLOOR SLAB

CONNECTIONS AND OPENINGS DETAIL SUBMITTED BY:

DRAWING NUMBER

JASMINE ARORA IV-B VAKA

WD2 NORTH POINT

SCALE

1:20

1.ALL DIMENSIONS AND LEVELS ARE IN MILLIMETERS UNLESS OR OTHERWISE MENTIONED. 2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, DETAILS, SPECIFICATIONS & SITE CONDITIONS & SHALL REPORT ANY ERROR, OMISSION AND/OR ANOMALY TO THE ARCHITECT BEFORE COMMENCEMENT OF WORK. 3.FOR CONSTRUCTION PURPOSES, THE DIMENSIONS SHALL NOT BE USED FOR CONSTRUCTION UNTIL THEY ARE ISSUED FOR CONSTRUCTION. 4.ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED. 5.ALL MATERIALS/FINISHES TO BE AS SPECIFIED AND APPROVED BY THE RESPECTIVE CONSULTANT.

DOORS AND WINDOWS SCHEDULE NAME

SIZE

SILL LEVEL

LINTEL LEVEL

REMARKS

D1

1000*2100

-

2100

WOODEN FLUSH DOOR

D2

900*2100

-

2100

WOODEN FLUSH DOOR

D3

750*2100

-

2100

WOODEN FLUSH DOOR

W1

600*1200

900

2100

WOODEN SHUTTER

W2

2000*1200

900

2100

WOODEN SHUTTER

W3

1000*1200

900

2100

WOODEN SHUTTER

V1

600*500

1600

2100

WOODEN SHUTTER

ELECTRICAL SYMBOLS USED G

3 PIN 6/16A SWITCHED SOCKET OUTLET AT 1800 MM FROM FFL FOR GEYSER 3 PIN 6/16A SWITCHED SOCKET OUTLET AT 300 MM FROM FFL 2/3 PIN 6A SWITCHED SOCKET OUTLET AT 300 MM FROM FFL

G

CEILING LIGHT

EXHAUST FAN AT 1050 MM FROM FFL TV SOCKET AT 300 MM FROM FFL 1X40W FTL LIGHT AT 2100 MM FROM FFL TELEPHONE SOCKET AT 300 MM FROM FFL

CEILING FAN 29 INCH AND 48 INCH BELL PUSH BUTTON AT 1050 MM FROM FFL

G SWITCH BOARD

PROJECT TITLE:

H.I.G. HOUSING

KATWARIA SARAI REDEVELOPMENT

GRGF CONSTRUCTION DRAWING TITLE:

ELECTRICAL PLAN

SUBMITTED BY:

JASMINE ARORA IV-B VAKA

DRAWING NUMBER

WD3 NORTH POINT

SCALE

1:25