Beam and collunm less framwork fo huge construction of multistrey buildings with high strenght and econamy. Best suited for countries lkies India and helpful to achive the goal of gov of India to provide homes to all the citizens .

1. GROUP-3
BY
HIMANSHU JAISWALL
ARPITKATIYAR
PUSPENDRA KUMAR VERMA
KULDEEP SINGH
DIVYANSHUSAKYA
ASHISHKUMAR SINGH
MIVANTECHNIQUE

2. Foundation
A foundation is the lowest and supporting layer of a structure. Foundations are
generally divided into two categories:
shallow foundations and deep foundations.
 Shallow foundations
Shallow foundations, often called footings, are usually embedded about a metre
or so into soil. One common type is the spread footing which consists of strips
or pads of concrete (or other materials) which extend below the frost line and
transfer the weight from walls and columns to the soil or bedrock.
Another common type of shallow foundation is the slab-on-grade foundation
where the weight of the building is transferred to the soil through
a concrete slab placed at the surface. Slab-on-grade foundations can be
reinforced mat slabs, which range from 25 cm to several metres thick,
depending on the size of the building, or post-tensioned slabs, which are
typically at least 20 cm for houses, and thicker for heavier structures.
 Deep foundations
A deep foundation is used to transfer the load of a structure down through the
upper weak layer of topsoil to the stronger layer of subsoil below. There are
different types of deep footings including impact driven piles, drilled shafts,
caissons, helical piles, geo-piers and earth stabilized columns. The naming
conventions for different types of footings vary between different engineers.
Historically, piles were wood, later steel, reinforced concrete, and pre-tensioned
concrete.
 Design
Foundations are designed to have an adequate load capacity with limited
settlement by a geotechnical engineer, and the footing itself may be designed
structurally by a structural engineer.
The primary design concerns are settlement and bearing capacity. When
considering settlement, total settlement and differential settlement is normally
considered. Differential settlement is when one part of a foundation settles more
than another part. This can cause problems to the structure the foundation is
supporting.

3.  MAT FOUNDATION
"The mat (or raft) foundation can be considered a large footing extending over a
great area, frequently an entire building. All vertical structural loadings from
columns and alls are supported on the common foundation. Typically, the mat is
utilized for conditions where a preliminary design indicates that individual
columns or footings would be undesirably close together or try to overlap. The
mat is frequently utilitzed as a method to reduce or distribute building loads in
order to reduce differential settlement between adjacent areas. To function
properly, the mat structure will be more rigid and thicker than individual spread
footing." A mat foundation is typically used when there are poor and weak soil
conditions.
It is recommended for the following purposes.
 Bearing capacity of soil is low,
 walls of the structure are so close that individual footings would overlap,
 it is used for large loads,
 individual footings would cover more than about half of the construction
area.
Advantages of Raft Foundation
It has many advantages as well as disadvantages. The advantages of raft
foundation are as follows,
 Raft or mat foundation is economic due to combination of foundation and
floor slab.
 It requires little excavation.

4.  It can cope with mixed or poor ground condition.
 It reduces differential settlement.
Disadvantages of Raft Foundation
It has some disadvantages also. The disadvantages of raft foundation include the
following.
 Mat foundation requires specific treatment for point loads.
 Edge erosion occurs if not treated properly.
 PILE FOUNDATIONS
Piles are used where a structure cannot be supported satisfactorily on a shallow
foundation.
A single pile can be defined as a long slender, structural member used to
transmit loads applied at its top to the ground at lower levels.
Types of Piles
 Steel Piles
 Pipe piles
 Rolled steel H-section piles

5.  Concrete Piles
 Pre-cast Piles
 Cast-in-situ Piles
 Bored-in-situ piles
 Timber Piles
 Composite Piles
Building materials
Building material is any material which is used for a construction purpose.
Many naturally occurring substances, such as clay, sand, wood and rocks, even
twigs and leaves have been used to construct buildings. Apart from naturally
occurring materials, many man-made products are in use, some more and some
less synthetic. The manufacture of building materials is an established industry
in many countries and the use of these materials is typically segmented into
specific specialty trades, such as carpentry, plumbing, roofing and insulation
work. They provide the make-up of habitats and structures including homes.
Rock :
Rock structures have existed for as long as history can recall. It is the longest
lasting building material available, and is usually readily available. There are
many types of rock through out the world all with differing attributes that make
them better or worse for particular uses. Rock is a very dense material so it
gives a lot of protection too, its main draw-back as a material is its weight and
awkwardness. Stone walls have been built for as long as humans have put one
stone on top of another.
Eventually different forms of mortar were used to hold the stones together,
cement being the most commonplace now.

6. Granite continued to be used throughout the Medieval period and into modern
times. Slate is another stone type, commonly used as roofing material in many
parts of the world where it is found.
Mostly stone buildings can be seen in most major cities, some civilizations built
entirely with
stone such as the Pyramids in Egypt, the Aztec pyramids and the remains of the
Inca civilization.
Cement:
In the most general sense of the word, a cement is a binder, a substancethat sets
and hardens independently, and can bind other materials together. Cement used
in construction is characterized as hydraulic or non-hydraulic. Hydraulic
cements (e.g., Portland cement) harden because of hydration, chemical reactions
that occur independently of the mixture's water content; they can harden even
underwater or when constantly exposed to wet weather. The chemical reaction
that results when the anhydrous cement powder is mixed with water produces
hydrates that are not water-soluble. Non-hydraulic cements (e.g., lime and
gypsum plaster) must be kept dry in order to retain their strength.
Cement is made by heating limestone (calcium carbonate) with small quantities
of other materials (such as clay) to 1450 °C in a kiln, in a process known as
calcination, whereby a molecule of carbon dioxide is liberated from the calcium
carbonate to form calcium oxide, or quicklime, which is then blended with
the other materials that have been included in the mix. The resulting hard
substance, called 'clinker', is then ground with a small amount of gypsum into a
powder to make 'Ordinary Portland Cement', the most commonly used type of
cement (often referred to as OPC).
Ordinary Portland Cement (OPC) is manufactured in the form of different
grades, the most common in India being Grade-53, Grade-43, and Grade-33.
Ordinary Portland Cement-Grade 43 is largely used for residential, commercial,
and other building construction purposes. It has a compressive strength of
560 kg per square cm. Ordinary Portland Cement-Grade 53 is known for its rich
quality and is highly durable. Hence it is used for constructing bigger structures
like building foundations, bridges, tall buildings, and structures designed to
withstand heavy pressure.

7. Portland cement is a basic ingredient of concrete, mortar and most non-
speciality grout. The most common use for Portland cement is in the production
of concrete. Portland cement may be grey or white.
The most important use of cement is the production of mortar and concrete—the
bonding of natural or artificial aggregates to form a strong building material that
is durable in the face of normal environmental effects.
Concrete should not be confused with cement, because the term cement refers to
the material used to bind the aggregate materials of concrete. Concrete is a
combination of a cement and aggregate.
Concrete:
Concrete is a composite building material made from the combination of
aggregate and a binder such as cement. The most common form of concrete is
Portland cement concrete, which consists of gravel, sand , portland cement and
water. After mixing, the cement hydrates and eventually hardens into a stone-
like material. This is the material referred to by the term
concrete.
For a concrete construction of any size, as concrete has a rather low tensile
strength, it is generally strengthened using steel rods or bars. This strengthened
concrete is then referred to as reinforced concrete. In order to minimise any air
bubbles, that would weaken the structure, a vibrator is used to eliminate any air
that has been entrained when the liquid concrete mix is poured around the
ironwork. Concrete has been the predominant building material in this modern
age due to its longevity, formability, and ease of transport. Recent
advancements, such as Insulating concrete forms, combine the concrete forming
and other construction steps. All materials must be taken in required proportions
as described in standards. For concrete the ratio of cement: sand: gravel is 1:2:3.
For wall construction the ratio of cement to sand ratio is 1 : 6. For plastering the
ratio of cement to sand is 1:4. In any case the mixture should be used with in
3 to 4 hours for best results.

8. Metal:
Metal is used as structural framework for larger buildings such as skyscrapers,
or as an external surface covering. There are many types of metals used for
building. Steel is a metal alloy whose major component is iron, and is the usual
choice for metal structural building materials. It is strong, flexible, and if
refined well and/or treated lasts a long time. Corrosion is metal's prime enemy
when it comes to longevity. The lower density and better corrosion resistance of
aluminium alloys and tin sometimes overcome their greater cost. Brass was
more common in the past, but is usually restricted to specific uses or specialty
items today. Metal figures quite prominently in prefabricated structures such as
the semicylindrical hut, and can be seen used in most cosmopolitan cities. It
requires a great deal of human labor to produce metal, especially in the large
amounts needed for the building industries.
Other metals used include titanium, chrome, gold, silver. Titanium can be used
for structural purposes, but it is much more expensive than steel. Chrome, gold,
and silver are used as decoration, because these materials are expensive and lack
structural qualities such as tensile strength or hardness.
Plastic:
Plastic pipes penetrating a concrete floor, roofs and walls of a building for
electrical wiring, water and sewerage purposes.
The term plastics covers arange of synthetic or semi-synthetic organic
condensation or polymerization products that can be molded or extruded into
objects or films or fibers. Their name is derived from the fact that in their semi-
liquid state they are malleable, or have the property of plasticity. Plastics vary
immensely in heat tolerance, hardness, and resiliency. Combined with this
adaptability, the general uniformity of composition and lightness of plastics
ensures their use in almost all industrial applications today.
Cement composites:
Cement bonded composites are made of hydrated cement paste that binds wood
or alike particles or fibers to make pre-cast building components. Various
fiberous materials including paper and fiberglass have been used as binders.
Wood and natural fibres are composed of various soluble organic compounds
like carbohydrates, glycosides and phenolics. These compounds are known to
retard cement setting. Therefore, before using a wood in making cement boned
composites, its compatibility with cement is assessed.
Wood-cement compatibility is the ratio of a parameter related to the property of
a wood-cement composite to that of a neat cement paste. The compatibility is
often expressed as a percentage value. To determine wood-cement
compatibility, methods based on different properties are used, such as,
hydration characteristics, strength, interfacial bond and morphology. Various

9. methods are used such as the measurement of hydration characteristics of a
cement-aggregate mix. the comparison of the mechanical properties of cement-
aggregate mixes and the visual assessment of micro-structural properties of the
wood-cement mixes. It has been found that the hydration test by measuring the
change in hydration temperature with time is the most convenient method.
Structural load
Structural loads or actions are forces, deformations, or accelerations applied to a
structure or its components.
Loads cause stresses, deformations, and displacements in structures.
Assessment of their effects is carried out by the methods of structural analysis.
Excess load or overloading may cause structural failure, and hence such
possibility should be either considered in the design or strictly controlled.
Mechanical structures, such as aerospace vehicles (e.g. aircraft, satellites,
rockets, space stations, etc...), marine craft (e.g. boats, submarines, etc.), and
material handling machinery have their own particular structural loads
and actions.
Engineers often evaluate structural loads based upon published regulations,
contracts, or specifications.
Accepted technical standards are used for acceptance testing and inspection.

10.  Types of loads
Dead loads
The dead loads are static forces that are relatively constant for an extended time.
They can be in tension or compression. The term can refer to a laboratory test
method or to the normal usage of a material or structure.
The dead load includes loads that are relatively constant over time, including
the weight of the structure itself, and immovable fixtures such as walls,
plasterboard or carpet. Roof is also a dead load. Dead loads are also known as
Permanent loads.
The designer can also be relatively sure of the magnitude of dead loads as
they are closely linked to density and quantity of the construction materials.
These have a low variance, and the designer is normally responsible for
specifying these components.
Live loads
Live loads are usually unstable or moving loads. These dynamic loads may
involve considerations such as impact, momentum, vibration, slosh dynamics of
fluids, etc. An impact load is one whose time of application on a material is less
than one-third of the natural period of vibration of that material.
Live loads, or imposed loads, are temporary, of short duration, or a moving
load. These dynamic loads may involve considerations such as impact,
momentum, vibration, slosh dynamics of fluids, fatigue, etc.
Live loads, sometimes also referred to as probabilistic loads include all the
forces that are variable within the object's normal operation cycle not including
construction or environmental loads.
Roof and Floor live loads are produced
1. during maintenance by workers, equipment and materials, and
2. during the life of the structure by movable objects such as planters and
by people.
Bridge live loads are produced by vehicles traveling over the deck of the
bridge
Cyclic loads on a structure can lead to fatigue damage, cumulative damage, or
failure. These loads can be repeated loadings on a structure or can be due to
vibration.
Building codes require that structures be designed and built to safely resist all
actions that they are likely to face during their service life, while remaining fit

11. for use. Minimum loads or actions are specified in these building codes for
types of structures, geographic locations, usage and materials of construction.
Dynamic Loads
Structural loads are split into categories by their originating cause. Of course, in
terms of the actual load on a structure, there is no difference between dead or
live loading, but the split occurs for use in safety calculations or ease of analysis
on complex models as follows:
To meet the requirement that design strength be higher than maximum loads,
Building codes prescribe that, for structural design, loads are increased by load
factors. These load factors are, roughly, a ratio of the theoretical design strength
to the maximum load expected in service. They are developed to help achieve
the desired level of reliability of a structure based on probabilistic studies that
take into account the load's originating cause, recurrence, distribution, and static
or dynamic nature.
Environmental loads
These are loads that act as a result of weather, topography and other natural
phenomena.
 Snow, rain and ice loads
 Wind loads
 Seismic loads
 Temperature changes leading to thermal expansion cause thermal loads
 Ponding loads
 Lateral pressure of soil, ground water or bulk materials
 Loads from fluids or floods
 Dust loads

12. Other loads
Engineers must also be aware of other actions that may affect a structure, such
as:
 Support settlement or displacement
 Fire
 Corrosion
 Explosion
 Creep or shrinkage
 Impact from vehicles or machinery vibration
 Loads during construction
Load combinations
A load combination results when more than one load type acts on the structure.
Design codes usually specify a variety of load combinations together with Load
factors (weightings) for each load type in order to ensure the safety of the
structure under different maximum expected loading scenarios. For example, in
designing a staircase, a dead load factor may be 1.2 times the weight of the
structure, and a live load factor may be 1.6 times the maximum expected live
load. These two "factored loads" are combined (added) to determine the
"required strength" of the staircase. The reason for the disparity between factors
for dead load and live load, and thus the reason the loads are initially
categorized as dead or live is because while it is not unreasonable to expect a
large number of people ascending the staircase at once, it is less likely that the
structure will experience much change in its permanent load.
Formwork
Animation depicting construction of multi-story building using aluminum
handset formwork.

13. Modular steel frame formwork for a foundation
Timber formwork for a concrete column
Re-usable plastic-formwork for mass housing
Sketch of the side view of traditional timber formwork used to form a flight of
stairs

14. Placing a formwork component
Formwork is the term given to either temporary or permanent molds into
whichconcrete or similar materials are poured. In the context of concrete
construction, the falsework supports the shuttering moulds.
Formwork and concrete form types
Formwork comes in several types:
1. Traditional timber formwork. The formwork is built on site out
of timberand plywood or moisture-resistant particleboard. It is easy to
produce but time-consuming for larger structures, and the plywood
facing has a relatively short lifespan. It is still used extensively where the
labour costs are lower than the costs for procuring reusable formwork. It
is also the most flexible type of formwork, so even where other systems
are in use, complicated sections may use it.
2. Engineered Formwork System. This formwork is built out of
prefabricated modules with a metal frame (usually steel or aluminium)
and covered on the application (concrete) side with material having the
wanted surface structure (steel, aluminum, timber, etc.). The two major
advantages of formwork systems, compared to traditional timber
formwork, are speed of construction (modular systems pin, clip, or screw
together quickly) and lower life-cycle costs (barring major force, the
frame is almost indestructible, while the covering if made of wood; may
have to be replaced after a few - or a few dozen - uses, but if the covering
is made with steel or aluminium the form can achieve up to two thousand
uses depending on care and the applications).
3. Re-usable plastic formwork. These interlocking and modular systems are
used to build widely variable, but relatively simple, concrete structures.
The panels are lightweight and very robust. They are especially suited for
low-cost, mass housing schemes.
4. Permanent Insulated Formwork. This formwork is assembled on site,
usually out of insulating concrete forms (ICF). The formwork stays in

15. place after the concrete has cured, and may provide advantages in terms
of speed, strength, superior thermal and acoustic insulation, space to run
utilities within the EPS layer, and integrated furring strip for cladding
finishes.
5. Stay-In-Place structural formwork systems. This formwork is assembled
on site, usually out of prefabricated fiber-reinforced plastic forms. These
are in the shape of hollow tubes, and are usually used for columns
andpiers. The formwork stays in place after the concrete has cured and
acts as axial and shear reinforcement, as well as serving to confine the
concrete and prevent against environmental effects, such
as corrosion and freeze-thaw cycles.
Slab formwork (deck formwork)
Pantheon dome
Schematic sketch of traditional formwork

16. Modular formwork with deck for housing project in Chile
Steel and plywood formwork for poured in place concrete foundation
.
Timber beam slab formwork
Similar to the traditional method, but stringers and joist are replaced
withengineered wood beams and supports are replaced with metal props. This
makes this method more systematic and reusable.
Traditional slab formwork
Traditional timber formwork
On the dawn of the rival of concrete in slab structures, building techniques for
the temporary structures were derived again from masonry and carpentry. The
traditional slab formwork technique consists of supports out of lumber or young

17. tree trunks, that support rows of stringers assembled roughly 3 to 6 feet or 1 to
2 metres apart, depending on thickness of slab. Between these stringers, joists
are positioned roughly 12 inches, 30 centimeters apart upon which boards
orplywood are placed. The stringers and joists are usually 4 by 4 inch or 4 by
6 inch lumber. The most common imperial plywood thickness is ¾ inch and the
most common metric thickness is 18 mm.
Similar to the traditional method, but stringers and joist are replaced
with aluminiumforming systems or steel beams and supports are replaced with
metal props. This also makes this method more systematic and reusable.
Aluminum beams are fabricated as telescoping units which allows them to span
supports that are located at varying distances apart. Telescoping aluminium
beams can be used and reused in the construction of structures of varying size.
Hand setting modular aluminum deck formwork
Handset modular aluminum formwork
Modular slab formwork
These systems consist of prefabricated timber, steel or aluminum beams and
formwork modules. Modules are often no larger than 3 to 6 feet or 1 to 2 metres
in size. The beams and formwork are typically set by hand and pinned, clipped,
or screwed together. The advantages of a modular system are: does not require a
crane to place the formwork, speed of construction with unskilled labor,
formwork modules can be removed after concrete sets leaving only beams in
place prior to achieving design strength.

18. Table or flying form systems
These systems consist of slab formwork "tables" that are reused on multiple
stories of a building without being dismantled. The assembled sections are
either lifted per elevator or "flown" by crane from one story to the next. Once in
position the gaps between the tables or table and wall are filled with "fillers".
They vary in shape and size as well as their building material. The use of these
systems can greatly reduce the time and manual labor involved in setting and
striking the formwork. Their advantages are best utilized by large area and
simple structures. It is also common for architects and engineers to design
building around one of these systems.
Flying formwork tables with aluminium and timber joists. The tables are
supported by shoes attached to previously poured columns and walls
Structure
A table is built pretty much the same way as a beam formwork but the single
parts of this system are connected together in a way that makes them
transportable. The most common sheathing is plywood, but steel
and fiberglass are also in use. The joists are either made from timber, wood I-
beams, aluminium or steel. The stringers are sometimes made of wood I-beams
but usually from steel channels. These are fastened together (screwed, weld or
bolted) to become a "deck". These decks are usually rectangular but can also be
other shapes.
Support
All support systems have to be height adjustable to allow the formwork to be
placed at the correct height and to be removed after the concrete is cured.
Normally adjustable metal props similar to (or the same as) those used by beam
slab formwork are used to support these systems. Some systems combine
stringers and supports into steel or aluminum trusses. Yet other systems use
metal frame shoring towers, which the decks are attached to. Another common
method is to attach the formwork decks to previously cast walls or columns,thus

19. eradicating the use of vertical props altogether. In this method, adjustable
support shoes are bolted through holes (sometimes tie holes) or attached to cast
anchors.
Size
The size of these tables can vary from 70 to 1,500 square feet (6.5 to 139.4 m2).
There are two general approaches in this system:
1. Crane handled: this approach consists of assembling or producing the
tables with a large formwork area that can only be moved up a level by
crane. Typical widths can be 15, 18 or 20 ft. or 5 to 7 metres but their
width can be limited, so that it is possible to transport them assembled,
without having to pay for an oversize load. The length might vary and
can be up to 100 ft. (or more) depending on the crane capacity. After
the concrete is cured, the decks are lowered and moved with rollers
or trolleys to the edge of the building. From then on the protruding side
of the table is lifted by crane while the rest of the table is rolled out of the
building. After the centre of gravity is outside of the building the table is
attached to another crane and flown to the next level or position.
This technique is fairly common in the United States and east Asian countries.
The advantages of this approach are the further reduction of manual labour time
and cost per unit area of slab and a simple and systematic building technique.
The disadvantages of this approach are the necessary high lifting capacity of
building site cranes, additional expensive crane time, higher material costs and
little flexibility.
1. Crane fork or elevator handled:
Formwork tables in use at a building site with more complicated
structural features

20. By this approach the tables are limited in size and weight. Typical widths are
between 6 to 10 ft or 2 to 3 meters, typical lengths are between 12 and 20 ft or 4
to 7 metres, though table sizes may vary in size and form. The major distinction
of this approach is that the tables are lifted either with a crane transport fork or
by material platform elevators attached to the side of the building. They are
usually transported horizontally to the elevator or crane lifting platform
singlehandedly with shifting trolleys depending on their size and construction.
Final positioning adjustments can be made by trolley. This technique enjoys
popularity in the US, Europe and generally in high labor cost countries. The
advantages of this approach in comparison to beam formwork or modular
formwork is a further reduction of labor time and cost. Smaller tables are
generally easier to customize around geometrically complicated buildings,
(round or non rectangular) or to form around columns in comparison to their
large counterparts. The disadvantages of this approach are the higher material
costs and increased crane time (if lifted with crane fork).
Tunnel forms
Tunnel forms are large, room size forms that allows walls and floors to be cast
in a single pour. With multiple forms, the entire floor of a building can be done
in a single pour. Tunnel forms require sufficient space exterior to the building
for the entire form to be slipped out and hoisted up to the next level. A section
of the walls is left uncasted to remove the forms. Typically castings are done
with a frequency of 4 days. Tunnel forms are most suited for buildings that have
the same or similar cells to allow re-use of the forms within the floor and from
one floor to the next, in regions which have high labor prices.
Usage
For removable forms, once the concrete has been poured into formwork and has
set (or cured), the formwork is struck orstripped (removed) to expose the
finished concrete. The time between pouring and formwork stripping depends
on the job specifications, the cure required, and whether the form is supporting
any weight, but is usually at least 24 hours after the pour is completed. For
example, the California Department of Transportation requires the forms to be
in place for 1–7 days after pouring,[1] while the Washington State Department of
Transportation requires the forms to stay in place for 3 days with a damp
blanket on the outside.[2]

21. Formwork stripped exposing the set concrete
Spectacular accidents have occurred when the forms were either removed too
soon or had been under-designed to carry the load imposed by the weight of the
uncured concrete. Less critical and much more common (though no less
embarrassing and often costly) are those cases in which under-designed
formwork bends or breaks during the filling process (especially if filled with a
high-pressure concrete pump). This then results in fresh concrete escaping out
of the formwork in a form blowout, often in large quantities.
Concrete exerts less pressure against the forms as it hardens, so forms are
usually designed to withstand a number of feet per hour of pour rate to give the
concrete at the bottom time to firm up. For example, wall or column forms are
commonly designed for a pour rate between 4–8 ft/hr.[citation needed] The hardening
is an asymptotic process, meaning that most of the final strength will be
achieved after a short time, though some further hardening can occur depending
on the cement type and admixtures.
Wet concrete also applies hydrostatic pressure to formwork. The pressure at the
bottom of the form is therefore greater than at the top. In the illustration of the
column formwork to the right, the 'column clamps' are closer together at the
bottom. Note that the column is braced with steel adjustable 'formwork props'
and uses 20 mm 'through bolts' to further support the long side of the column.

22. MIVANTECHNIQUE
The system of aluminum forms (MIVAN) has been used widely in the
construction of residential units and mass housing projects. It is fast,
simple, adaptable and cost – effective. It produces total quality work
which requires minimum maintenance and when durability is the
prime consideration. This system is most suitable for Indian condition
as a tailor–made aluminum formwork for cast–in–situ fully concrete
structure.
Background~
Mivan is basically an aluminium formwork system
developed by one of the construction company from Europe. In 1990,
the Mivan Company Ltd from Malaysia started the manufacturing of
such formwork systems. Now a days more than 30,000 sq m of
formwork used in the world are under their operation. In Mumbai,
India there are number of buildings constructed with the help of the
above system which has been proved to be very economical and
satisfactory for Indian Construction Environment.
The technology has been used extensively in other countries
such as Europe, Gulf Countries, Asia and all other parts of the world.
MIVAN technology is suitable for constructing large number of
houses within short time using room size forms to construct walls and
slabs in one continuous pour on concrete. Early removal of forms can
be achieved by hot air curing / curing compounds. This facilitates fast
construction, say two flats per day. All the activities are planned in
assembly line manner and hence result into more accurate, well –
controlled and high quality production at optimum cost and in shortest
possible time.
In this system of formwork construction, cast – in – situ
concrete wall and floor slabs cast monolithic provides the structural
system in one continuous pour. Large room sized forms for walls and
floors slabs are erected at site. These forms are made strong and
sturdy, fabricated with accuracy and easy to handle. They afford large
number of repetitions (around 250). The concrete is produced in RMC
batching plants under strict quality control and convey it to site with

23. transit mixers.
The frames for windows and door as well as ducts for services
are placed in the form before concreting. Staircase flights, façade
panels, chajjas and jails etc. and other pre-fabricated items are also
integrated into the structure. This proves to be a major advantage as
compared to other modern construction techniques.
The method of construction adopted is no difference except for
that the sub – structure is constructed using conventional techniques.
The super–structure is constructed using MIVAN techniques. The
integrated use the technology results in a durable structure.
Components of MIVAN Formwork~
The basic element of the formwork is the panel, which is an extruded
aluminium rail section, welded to an aluminium sheet. This produces
a lightweight panel with an excellent stiffness to weight ratio, yielding
minimal deflection under concrete loading. Panels are manufactured
in the size and shape to suit the requirements of specific projects.
The panels are made from high strength aluminium alloy with a
4 mm thick skin plate and 6mm thick ribbing behind to stiffen the
panels. The panels are manufactured in MIVAN’S dedicated factories
in Europe and South East Asia. Once they are assembled they are
subjected to a trial erection in order to eliminate any dimensional or
on site problems.
All the formwork components are received at the site whining
three months after they are ordered.

24. Following are the components that are regularly used in the
construction.
1) Beam Side Panel: - It forms the side of the beams. It is a
rectangular structure and is cut according to the size of the beam.
2) Prop Head for Soffit Beam: - It forms the soffit beam. It is a
Vshaped head for easy dislodging of the formwork
3) Beam Soffit Panel: - It supports the soffit beam. It is a plain
Rectangular structure of aluminium.
4) Beam Soffit Bulkhead: - It is the bulkhead for beam. It carries most
of the bulk load.

25. Deck Component~
1) Deck Panel: - It forms the horizontal surface for casting of
slabs. It is built for proper safety of workers.
2) Deck Prop: - It forms a V-shaped prop head. It supports the
deck and bears the load coming on the deck panel.
(3)Prop Length: - It is the length of the prop. It depends upon
the length of the slab.

26. 3) Deck Mid – Beam: - It supports the middle portion of the beam.
It holds the concrete.
4) Soffit Length: - It provides support to the edge of the deck
panels At their perimeter of the room.
5) Deck Beam Bar: - It is the deck for the beam. This component
supports the deck and beam.

27. Other Components~
1) Internal Soffit Corner: - It forms the vertical internal corner
between the walls and the beams, slabs, and the horizontal
internal cornice between the walls and the beam slabs and the
beam soffit.
2) External Soffit Corner: - It forms the external corner between
the components
3) External Corner: - It forms the external corner of the formwork
system.

28. 4) Internal Corner: - It connects two pieces of vertical formwork
pieces at their exterior intersections.
Wall Component~
1) Wall Panel: - It forms the face of the wall. It is an Aluminium
sheet properly cut to fit the exact size of the wall.

29. 2) Rocker: - It is a supporting component of wall. It is L-shaped
panel having allotment holes for stub pin.
3) Kicker: - It forms the wall face at the top of the
panels and acts as a ledge to support
4) Stub Pin: - It helps in joining two wall panels. It helps in joining
two joints.

30. CONSTRUCTIONACTIVITIES WITH
MIVAN AS FORMWORK:-
The construction activities are divided as pre –
concrete activities, during concreting and post – concrete
activities. They are as follows:
A. PRE – CONCRETE ACTIVITIES:-
a) Receipt of Equipment on Site – The equipments is
received in the site as ordered.
b) Level Surveys – Level checking are made to maintain
horizontal level check.
c) Setting Out – The setting out of the formwork is done.
d) Control / Correction of Deviation – Deviation or any
correction are carried out.
e) Erect Formwork – The formwork is erected on site.
f) Erect Deck Formwork – Deck is erected for labours to
work.
g) Setting Kickers – kickers are provided over the beam.
After the above activities have been completed it is
necessary to check the following.
1. All formwork should be cleaned and coated
with approved realize agent.
2. Ensure wall formwork is erected to the
setting out lines.
3. Check all openings are of correct

31. dimensions, not twist.
4. Check all horizontal formwork (deck soffit,
and beam soffit etc.) in level.
5. Ensure deck and beam props are vertical and
there is vertical movement in the prop
lengths.
6. Check wall ties, pins and wedges are all in
position and secure.
7. Any surplus material or items to be cleared
from the area to be cast.
B. ON CONCRETE ACTIVITIES:-
At least two operatives should be on standby during
concreting for checking pins, wedges and wall ties as the pour
is in progress. Pins, wedges or wall ties missing could lead to
a movement of the formwork and possibility of the formwork
being damaged. This affected area will then required remedial
work after striking of the formwork.
Things to look for during concreting:
1. Dislodging of pins / wedges due to
vibration.
2. Beam / deck props adjacent to drop areas
slipping due to vibration.
3. Ensure all bracing at special areas slipping
due to vibration.
4. Overspill of concrete at window opening
etc.
C. POST – CONCRETE ACTIVITIES:-
1. Strike Wall Form- It is required to strike
down the wall form.
2. Strike Deck Form- The deck form is then
removed.3. Clean, Transport and stack formwork.
4. Strike Kicker Formwork – The kicker are
removed.
5. Strike wall – Mounted on a Working
Platform the wall are fitted on next floor.
6. Erect Wall – Mount Working Platform
and the wall is erected.

32. Normally all formwork can be struck after 12 hours.
The post – concreting activities includes:-
1. CLEANING:-
All components should be cleaned with scrapers and wire
brushes as soon as they are struck. Wire brush is to be
used on side rails only.
The longer cleaning is delayed, the more difficult the task
will be. It is usually best to clean panels in the area where they
are struck.
2. TRANSPORTING:-
There are basic three methods recommended when
transporting to the next floor:
1. The heaviest and the longest, which is a
full height wall panel, can be carried up
the nearest stairway.
2. Passes through void areas.
3. Rose through slots specially formed in
the floor slab for this purpose. Once
they have served their purpose they are
closed by casting in concrete filter.
Speed of Construction~
Work cycle~
MIVAN is a system for scheduling & controlling the work of other
connected construction trades such as steel reinforcement,concrete
placements & electrical inserts. The work at site hence follows a
particular sequence. The work cycle begins with the
deshuttering of the panels. It takes about 12-15hrs. It is
followed by positioning of the brackets & platforms on the level. It
takes about 10-15hrs simultaneously.
The deshuttered panels are lifted & fixed on the floor The activity
requires 7-10 hours. Kicker & External shutters are fixed in 7 hrs. The
wall shutters are erected in 6-8 hrs One of the major activity
reinforcement requires 10-12 hrs. The fixing of the electrical conduits
takes about 10 hrs and finally pouring of concrete takes place in these.
This is a well synchronized work cycle for a period of 7 days.

33. A period of 10-12 hrs is left after concreting for the concrete to gain
strength before the beginning of the next cycle. This work schedule
has been planned for 1010-1080 sq m of formwork with 72-25cu m of
concreting & approximate reinforcement.
The formwork assembling at the site is a quick & easy
process. On leaving the MIVAN factory all panels are clearly labeled
to ensure that they are easily identifiable on site and can be smoothly
fitted together using formwork modulation drawings. All formwork
begins from corners and proceeds from there.
The system usually follows a four day cycle: -
Day 1: -The first activity consists of erection of vertical reinforcement
bars and one side of the vertical formwork for the entire floor or a part
of one floor.
Day 2: -The second activity involves erection of the second side of
the vertical formwork and formwork for the floor.
Day3:- Fixing reinforcement bars for floor slabs and casting of walls
and slabs.
Day 4: -Removal of vertical form work panels after 24hours, leaving
the props in place for 7 days and floor slab formwork in place for
2.5days

34. The Advantages of this system are...
The MIVAN formwork is specifically designed to allow rapid
construction of all types of architectural layouts.
1) Total system forms the complete concrete structure.
2) Custom designed to suit project requirements.
3) Unsurpassed construction speed.
4) High quality finish.
5) Cost effective.
6) Panels can be reused up to 250 times.
7) Erected using unskilled labor.
Quality and speed must be given due consideration
along with economy. Good quality construction will never deter to
projects speed nor should it be uneconomical. In fact, time consuming
repairs and modifications due to poor quality work generally delay the
job and cause additional financial impact on the project. Some experts
feel that housing alternatives with low maintenance requirements may
be preferred even if the initial cost is high.

35. Limitations of MIVAN Formwork~
Even though there are so many advantages of MIVAN formwork the
limitations cannot be ignored. However the limitations do not pose
any serious problems. They are as follows: -
1) Because of small sizes finishing lines are seen on the concrete
surfaces.
2) Concealed services become difficult due to small thickness of
components.
3) It requires uniform planning as well as uniform elevations to be
cost effective.
4) Modifications are not possible as all members are caste in RCC.
5) Large volume of work is necessary to be cost effective i.e. at least
200 repetitions of the forms should be possible at work.
6) The formwork requires number of spacer, wall ties etc. which are
placed @ 2 feet c/c; these create problems such as seepage, leakages
during monsoon.
7) Due to box-type construction shrinkage cracks are likely to appear.
8) Heat of Hydration is high due to shear walls.

36. Remedial Measures~
In external walls, ties used in shutter connection create holes in wall
after deshuttering. These may become a source of leakage if care is
not taken to grout the holes. Due to box-type construction shrinkage
cracks are likely to appear around door and window openings in the
walls. It is possible to minimize these cracks by
after a delay of about 3 to 7 days after major concreting. The problem
of cracking can be avoided by minimizing the heat of hydration by
using flyash.
Conclusion and Inference on the effectiveness of Mivan
Formwork~
The task of housing due to the rising population of the country is
becoming increasingly monumental. In terms of technical capabilities
to face this challenge, the potential is enormous; it only needs to be
judiciously exploited.
Civil engineers not only build but also enhance the quality of life.
Their creativity and technical skill help to plan, design, construct and
operate the facilities essential to life. It is important for civil engineers
to gain and harness the potent and versatile construction
tools.
Traditionally, construction firms all over the world have been slow to
adopt the innovation and changes. Contractors are a conservative lot.
It is the need of time to analyze the depth of the problem and find
effective solutions. MIVAN serves as a cost effective and efficient
tool to solve the problems of the mega housing project all over the
world. MIVAN aims to maximize the use of modern construction
techniques and equipments on its entire project.
We have tried to cover each and every aspect related to
aluminium (MIVAN) form construction. We thus infer that MIVAN
form construction is able to provide high quality construction at
unbelievable speed and at reasonable cost. This technology has great
potential for application in India to provide affordable housing to its
rising population.
Thus it can be concluded that quality and speed must be

37. given due consideration with regards to economy. Good quality
construction will never deter to projects speed nor will it be
uneconomical. In fact time consuming repairs and modification due to
poor quality work generally delay the job and cause additional
financial
impact on the project. Some experts feel that housing alternatives with
low maintenance requirements may be preferred even if at the slightly
may preferred even if at the higher initial cost.

38. Frequency of testing : (1) 5 bricks per 1 lac for cost of building upto 10
lacs
(2) 5 bricks per 1 lac for cost of building above
10 lacs
(As per circular 811 / GeneralManager/ Tech. / R.N.N. / Quality Control /
98 Dated : 27/11/98)
Designation of bricks/tiles Bricks tiles Bricks
100 75 50 35
Quantities to be tested
No. of test required
Acceptable standard :
Average water absorption shall not be more than 20% by
weight
Note : 1. Tests should be repeated for different branch marks.

39. APPARATUS
1. Weight balance (accuracy, upto 0.10% of the mass of specimen)
2. Oven
No. of specimen = 5 Nos.
Weight of the bricks dried in oven at temperature
1050
-1150
C till it attains constant weight or dried = W1
In a Ventilated room for 48hrs. if oven is not available.
Weight of the brick specimen after placing the brick in
Clean water continuously for 24 hours. = W2
Water absorption =
 
2
12
W
%100WW 
NOTE :
Average of 5 samples shall be taken.
Water absorption in bricks should be less than 20%, in case it is
higher than 20%, the stack of bricks shall be rejected.
If quick results are required then the method by boiling water test be
adopted in which the dry brick (W1) after being weighted is placed in

40. boiling waterfor 5 hrs. and allowing it to cool to 270
C  500
C & then
weighted (W2).

41. Frequency of testing – One test every 100 cum of each type of sand. (As per
circular 811 GeneralManager/ Tech. /R.N.N./Quality Control / 98 Dated :
27/11/98). One Test would mean average of 3 such tests / 30m3
within
100m3
.
Quantity of material as per quantities of items in schedule of quantities
……..... Cum.
There fore number of tests required
……………………………………………………………
NOTE : It silt content is more, corrective action taken should be noted in
column 10 and silt content referred after such action and recorded in the
register.
METHOD FOR DETERMINATION OF CLAY, FINE SILT AND FINE
DUST
Take a cylinder having 200 ml. vol. The volume of the sample shall be such
that it fills the cylinder upto 150 ml. mark. Add clean water upto 150ml.
mark. Dissolve a little quantity of salt in the water taking the proportion of
1 tea spoon full to ½ ltr. of water. Shake the mixture vigorously and last
few shakes should be in side-wise direction to level off the sand. Allow the
contents to settle for 3 hrs. The height of the silt visible as settledlayer shall

42. be taken as silt and expressed as %age of height of sand below. If this is
more than the permissible limit then the sand shall be washed.
Where CPWD specifications are applicable, the silt contents can be upto
8%.
Where UPPWD specifications are applicable, the silt contents can be upto
4%.

43. IS Sieve
Designation
%age Passing (by weight) for nominal size of
40 mm 20 mm 16 mm 12.5 mm
75 mm 100 - - -
37.5 mm 95-100 100 - -
19 mm 30-70 95-100 100 100
16 mm - - 90-100 -
11.2 mm - - - 90-100
9.5 mm 10-35 25-55 30-70 40-85
4.75 mm 0-5 0-10 0-10 0-10
2.36 mm - - - -
SINGLE SIZED (UNGRADED) STONE AGGREGATE / GRAVEL
Nominal size of single Sized Stone Aggregate / Gravel
IS Sieve
Designation
%age Passing (by weight) for nominal size of
63 mm 40 mm 20 mm 16 mm 12.5 mm 10.25
mm
100 - - - - -
75 mm 85-100 100 - - - -
37.5 mm 0.30 85-100 100 - - -
19 mm 0-5 10-20 85-100 100 - -
16 mm - - - 85-100 100 -
11.2 mm - 0-5 0-20 0-45 85-100 100
9.5 mm - 0-5 0-20 0-30 0-45 85-100
4.75 mm - - 0-5 0-5 0-10 0-20
2.36 mm - - - - - 0-5

44. Recommended proportion by volume for mixing of different sizes of single
size (upgraded) aggregate to obtain the required nominal size of graded
aggregate are given in Table.
SINGLE SIZED (UNGRADED) STONE AGGREGATE / GRAVEL
Cement
Concrete
Nominal Size of graded
aggregate required
Parts of single size aggregate of size
50 mm 40 mm 20 mm 12.5
mm
10.25 mm
1:6:12 63 9 - 3 - -
1:6:12 40 - 9 3 - -
1:5:10 63 7½ - 2½ - -
1:5:10 40 - 7½ 2½ - -
1:4:8 63 6 6 2 - -
1:4:8 40 - - 2 - -
1:3:6 63 4½ 4½ 1½ - -
1:3:6 40 - - 1½ - -
1:3:6 20 - 2½ 1½ - 1½
1:2:4 40 - - 1 - 1½
1:2:4 20 - - 3 - 1
1:2:4 12.5 - - - 3 1
1:1½:3 20 - - 2 - 1

45. Frequency : One Test every 30 cum of cement concrete (As per circular
General Manager / Tech./ R.N.N./ Quality control /98 Dated : 27-11-98)
At the time of commencement of concreting on every day of concreting till
w.c. ratio is fixed for desiredwork capability for the locationof concrete or
every unit is to be changed due to change in moisture in aggregate.
Acceptable Standard :
Work
Slump in mm.
RemarksVibrators
used
Vibrators
not used
Mass concrete in foundation, 10-25 50-75
Footings retaining walls and payments
thin sections of flooring less than 75
mm thickness
25-40 75-100
Reinforced cement concrete work
a) Mass concrete in RCC foundation,
footings and retaining walls.
10-25 80
b) Beams slabs & columns simply
reinforced
25-40 100-125
c) Thin RCC section  section with
congested steel.
45-50 125-150 Actual slump to be
decided by
Engineer-in-
Charge
Under water concreting -- 100-130

46. Although the range of slump given is wide enough, minimum slump to achieve
desired work ability /consistency for the location of concrete should be used. If
the moisture in aggregate increases or decreases on different days (due to rains
or draining etc.) quantity of water to be added should be decreased or increased
to obtain a uniform minimum slump commensurate with the location and
concrete to be laid.
1. SLUMP TEST : (As per IS : 1199-1959)
Objective : To determine the consistency of frest concrete and
to check the uniformity of concrete from batch to
batch.
Useful Range : 15 to 175
TESTING PROCEDURE:
1. Internal surface of the mould cleanedthoroughly to make it free
from moisture and any setconcrete.
2. Mould placedeither on leveled metal plate or smooth finished
concrete surface.
3. Cone shall be filled in 4 layers eachapproximately one quarter of the
height of the mould.
4. Eachlayer tamped with 25 strokes ofthe rounded end of the tamping
rod 16 mm dia. 60mmdia. 60 cm. long in such manner that the
strokes are uniformly distributed over the cross section.
5. The mould is removed vertically after filling & rodding is completed.

47. 6. The moulded concrete is allowedto subside and the height is
recordedin terms of slump.

48. Frequency (a) In slab, beams and connected columns one test every 45
cum of concreting (As per circular 811/General
Manager/Tech./R.N.N./Qualitycontrol/98 Dated: 27/11/98)
(b) For all other Small RCC items and where RCC done in a
day is less than 45 cum, test may be carried out as required
by Engineer-in-charge.
Quantity of concrete as per quantities of items in schedule of
Quantities ………………………… cum.
Therefore number of tests required
……………………………………………………..
STANDARDS
Concrete mix
Compressive Strength
( 7 days) kg/cm²
Compressive Strength
(28 days) kg/cm²
M – 150 100 150
M – 200 135 200
M – 250 170 250
M – 300 200 300
M – 350 235 350
M – 400 270 400

49. a) Age of Test:
The age shall be calculated from the time of the addition of the water to
the dry ingredients.
Testing usually carried out at the age of 7 days and 20 days, some times
after 13 weeks or one year, For early strengths at the ages of 24 hours 
1/2 hours and 72 hours  2 hours..
b) Number of Specimens :
Three specimens from different batches.
c) Procedure :
The concrete shall be placed in moulds water sealed (ensure no leakage of
water) in 3 layers. Each layer shall be rodded 25 times with a 16mm Ø
rod 600 mm length, bullet pointed at the lower end. Test samples shall be
removed from the moulds at the end of 24 hours & stored in moist
conditions upto the testing time.
Specimens stored in water shall be tested immediately on removal from
the water, in testing machine. The load shall be applied without shock and
in creased continuously at the rate of approx. 140kg./sq. cm./min. until
the resistance of the specimen to the increasing load breaks down and no
greater load can be sustained, The maximum load applied to the specimen
shall then be recorded.
d) Calculation:
compressive strength (kg./sq.cm) =
areaSectional-Cross
appliedloadMax.