FORMWORK
When concrete is placed, it is
in plastic state. It requires to be supported by temporary supports and
castings of desired shape till it becomes sufficiently strong to support its
own weight. This temporary casing is known as the formwork or forms or shuttering.
The term moulds is sometimes used to indicate formwork of
relatively small units such as lintels, cornices etc.
"Forms or moulds or
shutters are the receptacles in which concrete is placed, so that it will have
desired shape or outline when hardened. Once concrete develops the adequate
strength to support its own weight they can be taken out". .. (ACC).
"Formwork is the term given to
either temporary or permanent moulds into which concrete or similar materials
are poured". … (Wikipedia Encyclopedia).
Requirements of a good
formwork
The essential requirements of
formwork or shuttering are: -
a) It
should be strong enough to take the dead and live loads during construction.
b) The
joints in the formwork should be rigid so that the bulging, twisting, or
sagging due to dead and live load is as small as possible. Excessive
deformation may disfigure the surface of concrete.
c) The
construction lines in the formwork should be true and the surface plane so that
the cost finishing the surface of concrete on removing the shuttering is the
least.
d) The
formwork should be easily removable without damage to itself so that it could
be used repeatedly.
Classification of Formwork
Formwork
can be classified according to a variety of categories, relating to the
differencesin sizes, the
location of use, construction materials, nature of operation, or simply by
the brand name of the products. However,
the huge amount of tropical wood being consumed each year for formwork has
resulted in criticism from environmentalists, as well as the continual
escalation of timber prices. As a result, there has
been a strong tendency to use other formwork materials or systems to replace timber. The different
categories in which formwork can be classified are:
a) According to size.
b) According to location of use.
c) According to materials of construction.
d) According to nature of
operation.
e) According to brand name of the
product.
Classification according to size
Classification according to
the size of formwork can be very straightforward. In practice, there are
only two sizes for formwork; small-sized
and large-sized. Any size which is designed
for operation by workers manually is small-sized. Very often, the erection
process is preferably handled by a single worker, with site work
best done independently to avoid possible
waiting times. Due to reasons of size and weight, the materials and
construction of small-sized formwork are thus limited. At present,
the most common systems are made of timber and aluminium, and are usually in
the form of small panels. There is seldom medium-sized formwork. In cases in
which large-sized formwork is used, the
size of the form can be designed as large as practicable to reduce the amount
of jointing and to minimize the amount of lift. The stiffness
required by large-sized formwork can be dealt with by the introduction of more
stiffening components such as studs and soldiers. The increase in the weight of the formwork panels is insignificant as a
crane will be used in most
cases.
Classification
according to the location of use: -
There are not many effective
formwork systems for stairs and staircases. The complicated three-dimensional
nature of an element involving suspended panels and riser boards, as well as
the need to cope with very different spatial and dimensional variances as required by individual design situations,
cannot be achieved by a universally adaptable formwork system.
Classification
according to materials of construction
Materials used for formwork
are traditionally quite limited due to finding the difficult balance between
cost and performance. Timber in general is still the most popular formwork material for its relative low initial
cost and adaptability Steel, in the form of either hot-rolled or cold-formed
sections and in combination with other sheeting materials, is another popular
choice for formwork materials. In the past two to three years, full
aluminium formwork systems have been used in some cases but the performance is
still being questioned by many users, especially in concern to cost and labor
control.
Classification according to
nature of operation
Formwork can be operated
manually or by other power-lifted methods. Some systems areequipped with a certain degree of mobility to
ease the erection and striking processes, or to allow horizontal moment using
rollers, rails or tracks.
Timber
and aluminium forms are the only manually-operable types of formwork. They aredesigned and constructed in
ways that they can be completely handled independently without the aid of any
lifting appliances. On the other end
of the scale, such systems are used in very large-sized and
horizontally-spread buildings with complicated layout designswhich require the systems' flexibility. Fig 2.4
& 2.5 shows the formwork system allowing the incorporation of pre-cast
elements and self climbing form with hydraulic jack devices respectively.
formwork system allowing
the example of a self-climbing
form with
Incorporation of pre-cast
elements (govt. quarters) detail of the hydraulic jack
devices (source Raymond, 2001)
Classification
according to brand name of the product
Several patented or branded
formwork systems have successfully entered the local construction market in the past decade. These
include products from brands SGB, RMD, VSL, MIVAN, Thyssen and Cantilever. Each
of these firms offers its own specializedproducts, while some can even
provide a very wide range of services including design support or tender estimating advice. As the use
of innovative building methods is gainingmore attention from various
sectors in the community, advanced formwork systems are obviously a promising
solution. The input through research and development by the well-established formwork manufacturers is of no
doubt contributing to efforts in these areas. (Fig 2.6)
VSL FORMWORK
(Source Raymond, 2001)
Loads acting on Formwork
In Construction, the formwork
has to bear, besides its own weight, the weight of wet
concrete, the live load due to labor, and the impact due
to pouring concrete and workmen on it. The
vibration caused due to vibrators used to compact the concrete
should also be taken care off. Thus, the design of the formwork is an essential
part during the construction of the building.
For the design of planks and
joists in bending & shear, a live load including the impact may be taken as
370kg/m². It is however, usual to work with a small factor of safety in the
design of formwork. The surfaces of formwork should be dressed in such a manner
that after deflection due to weight of concrete and reinforcement, the surface
remains horizontal, or as desired by the designer. The sheathing with full live
load of 370 kg/m² should not deflect more than 0.25 cm and the joists with
200kg/m² of live load should not deflect more than 0.25cm.
In the design of formwork for
columns or walls, the hydrostatic pressure of the concrete
should be taken into account. This pressure depends upon the quantity of water
in the concrete, rate of pouring and the temperature.
The hydrostatic
pressure of the concrete increases with the following cases:-
Increase
in quantity of water in the mix.
The
smaller size of the aggregate.
The
lower temperature.
The
higher rate of pouring concrete.
If the concrete is poured in
layers at an interval such that concrete has time to set, there will be very
little chance of bulging.
Aluminium as usual is not a
very strong material. So the basic elements of the formwork system are the
panel which is a framework of extruded aluminium sections welded to an
aluminium sheet. It consists of high strength special aluminium components.
This produces a light weight panel with an excellent stiffness-to-weight ratio,
yielding minimal deflections when subjected to the load of weight concrete. The
panels are manufactured in standard sizes with non-standard elements produced
to the required size and size to suit the project requirements.
Design Aspects
In MIVAN formwork we give
stress on shear wall rather than conventional framed structure of columns and
beams. In general the design of a wall formwork is described as under.
Consider designing a wall for
30 cm thick and 5 m high. The concrete is poured at shifts of 1.5 m each. The
sheathing is placed horizontally and spans between vertical studs are under
horizontal pressure due to wet concrete. These Studs are backed
by the horizontal pieces called Wales which are tied by bolts,
passing through the wall. Thus pressure on either side of the wall is self
balanced as shown fig 2.4.1.
The pressure exerted by
concrete will be 2300 equivalent weight of fluid at a depth of h meters. Taking
lowest portion of the sheathing, the pressure is equal to 2300 x 1.5 =3450 kg/
sq.m. If the sheathing is 25 cm thick, the spacing x of the studs is given by
M=bd²/6 x σ;
σ = 102 kg/ sq cm where σ is
safe fiber-stress.
Or, 3450
x x² = 1 x 2.5²/6 x 102
100² x 10
Or, x
= 55.5 cm.
Adopt the spacing of 55 cm
apart.
If the spacing of wales is
68cm, the average pressure on the studs between two bolts will be
2300(1.5-68/2) x .55 =1468 kg per meter run, assuming concrete pouring is
started at level of a low bolts.
Max S.F. at edges of clear
span = 1468 x 0.6/2 = 440 kg.
Assume studs to be 7.5 cm x 10
cm,
Shear stress = 3/2 x 440/ (7.5
x 10) = 8.8 kg/ sq cm.
Maximum fiber stress = 6785
x 10/2 = 54.3 kg/ sq cm.
7.5 x 10³/12
So the section adopted is
satisfactory.
Aluminium Formwork
The panels of aluminium
formwork are made from high strength aluminium alloy, with the face or contact
surface of the panel, made up of 4mm thick plate, which is welded to a formwork
of specially designed extruded sections, to form a robust component. The panels
are held in position by a simple pin and wedge arrangement system that passes
through holes in the outside rib of each panel. The panel fits precisely,
securely and requires no bracing. The walls are held together with high
strength wall ties, while the decks are supported by beams and props.
Since the equipment is made of
aluminium, it has sections that are large enough to be effective, yet light
enough in the weight to be handled by a single worker. Individual workers can
handle all the elements necessary for forming the system with no requirement
for heavy lifting equipment or skilled labor. By ensuring repetition of work
tasks on daily basis it is possible for the system to bring assembly line
techniques to construction site and to ensure quality work, by unskilled or
semi-skilled workers.
Trial erection of the formwork
is carried out in factory conditions which ensure that all components are
correctly manufactured and no components are missed out. Also, they are
numbered and packed in such a manner so as to enable easy site erection and
dismantling.
MERITS OF ALUMINIUM FORMWORK:-
i.In
contrast to most of the modern construction systems, which are machine and
equipment oriented, the formwork does not
depend upon heavy lifting equipmentand can be handled by unskilled labors.
ii.Fast
construction is assured and is particularly suitable for large magnitude
construction of respective nature at one project site.
iii.Construction
carried out by this system has exceptionally good quality with accurate
dimensions for all openings to receive windows and doors, right angles at
meeting points of wall to wall, wall to floor, wall to ceiling, etc, concrete
surface finishes are good to receive painting directly without plaster.
iv.System
components are durable and can be used several times without sacrificing the
quality or correctness of dimensions and surface.
v.Monolithic
construction of load bearing walls and slabs in concrete produces structurally
superior quality with very few constructions joined compared to the
conventional column and beam slabs construction combined with filter brick work
or block work subsequently covered by plaster.
vi.In
view of the four – day cycle of casting the floor together with all slabs as
against 14 to 20 – day cycle in the conventional method, completed RCC
structure is available for subsequent finish trades much faster, resulting in
a saving of 10 to 15 days per
floor in the overall completion period.
vii.As
all the walls are cast monolithic and simultaneously with floor slabs requiring
no further plasters finish. Therefore the
time required in the conventional method for construction of walls and
plastering is saved.
viii.As
fully completed structural frame is made available in one stretch for
subsequent – finishing items, uninterrupted progress can be planned ensuring,
continuity in each trade, thereby providing as cope for employing increased
labor force on finishing item.
ix.As
the system establishes a kind of "Assembly line production" phase –
wise completion in desired groups of buildings can be planned to achieve early
utilization of the buildings.
2.5.2: -Comparison of Aluminum Form
Construction Technique Over
Conventional Forms:
Advantages of aluminium
formwork over conventional construction
i.More
seismic resistance: - The box type construction provides more seismic
resistance to the
structure.
ii.Increased
durability: - The durability of a complete concrete structure is more
than conventional brick bat masonry.
iii.Lesser
number of joints thereby reducing the leakages and enhancing the durability.
iv.Higher
carpet area- Due to shear walls the walls are thin thus increasing area.
v.Integral
and smooth finishing of wall and slab- Smooth finish of aluminium can be seen
vividly on walls.
vi.Uniform
quality of construction – Uniform grade of concrete is used.
vii.Negligible
maintenance – Strong built up of concrete needs no maintenance.
viii.Faster
completion – Unsurpassed construction speed can be achieved due to
light weight of forms
ix.Lesser
manual labor- Less labor is required for carrying formworks.
x.Simplified
foundation design due to consistent load distribution.
xi.The
natural density of concrete wall result in better sound transmission
coefficient.
SL.No
|
FACTOR
|
CONVENTIONAL
|
IN – SITU ALUMINIUM FORM SYSTEM
|
REMARKS
|
1
|
Quality
|
Normal
|
Superior.
In
– Situ casting of whole structure and transverse walls done in a continuous
operation, using controlled concrete mixers obtained from central batching,
mixing plants and mechanically placed through concrete buckets using crane
and compacted in leak proof moulds using high frequency vibrators
|
Superior quality in "System housing"
|
2
|
Speed of construction.
|
The pace of construction is slow due to step – by – step completion of
different stages of activity the masonry is required to be laid brick by
brick. Erection of formwork, concreting and deshuttering forms is a two –
week cycle. The plastering and other finishing activities can commence only
thereafter.
|
In this system, the walls and floors are cast together in one continuous
operation in matter of few hours and in built accelerated curing overnight
enable removal and re-use of forms on daily cycle basis.
|
System construction is much faster.
|
3
|
Aesthetics.
|
In the case of RCC structural framework of column and beams with
partition brick walls is used for construction, the columns and beams show
unsightly projections in room interiors.
|
The Room – Sized wall panels and the ceiling elements cast against steel
plates have smooth finishing and the interiors have neat and clean lines
without unsightly projections in various corners. The walls and ceilings also
have smooth even surfaces, which only need colour/white wash
|
|
4
|
External finishes.
|
Cement plastered brickwork, painted with cement – based paint. Finishing
needs painting every in three years.
|
Textured / pattern coloured concrete facia can be provided. This will
need no frequent repainting.
|
Permanent facia finishes feasible with minor extra initial cost
|
5
|
Useful carpet area as % of plinth area.
|
Efficiency around 83.5%
|
Efficiency around 87.5%
|
More efficient utilization of land for useful living space.
|
6
|
Consumption of basic raw materials
Cement.
Reinforcing Steel
|
Normal
Reinforcing steel required is less as compared to the in situ construction
as RCC framework uses brick wall as alternative
|
Consumption somewhat more than that used in conventional structures.
It may, however will be slightly more than corresponding load – bearing
brick wall construction for which, requirements of IS 456 have to be followed
for system housing.
|
Although greater consumption strength and durability is also more
Steel requirement is more, as it is required for the shear wall
construction. But shear wall construction increases safety against
earthquake.
|
7
|
Maintenance
|
In maintenance cost, the major expenditure is involved due to :
Repairs and maintenance
of plaster of walls / ceiling etc.
Painting of outer and
inner walls.
Leakages due to plumbing and sanitation installation.
|
The walls and ceiling being smooth and high quality concrete repairs for
plastering and leakage's are not at all required frequently.
|
It can be concluded that maintenance cost is negligible.
|
MIVAN: - A Versatile Formwork
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 day 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 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, chejjas 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.
Modular Formwork
The formwork system is
precisely-engineered system fabricated in aluminium. Using this system, all the
elements of a building namely, load bearing walls, columns, beams, floor slabs,
stairs, balconies etc can be constructed with cast in place concrete. The
resulting structure has a good quality surface finish and accurate dimensional
tolerances. Further, the construction speed is high and the work can be done in
a cost effective manner.
The modular nature of the
formwork system allows easy fixing and removal of formwork and the construction
can proceed speedily with very little deviation in dimensional tolerances.
Further, the system is quite flexible and can be easily adapted for any
variations in the layout.
The availability of concrete
from ready mix concrete facility has augured well for the use of this work
system. However, the proliferation of RMC facilities in the cities in India and
the willingness to use mechanized means of transport and placing of concrete,
the use of aluminium formwork system has received a boost. The quality of the
resulting concrete is found to be superior.
Structurally speaking, the
adoption of the closed box system using monolithic concrete construction has
been found to be the most efficient alternatives. The stresses in both the
concrete and steel are observed to be much lower even when horizontal forces
due to wind or earthquake are taken into consideration.
The formwork system can be
used for construction for all types of concrete systems, that is, for a framed
structure involving column beam –slab elements or for box-type structure
involving slab-walls combination.
FORMWORK – COMPONENTS:
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. Following
are the components that are regularly used in the construction.
-WALL COMPONENTS:
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.
FIG 3.1: WALL PANEL
2) Rocker: - It is a supporting component
of wall. It is L-shaped panel having
allotment holes for
stub pin.
FIG
3.2: ROCKER
3) Kicker: - It forms the wall face at the
top of the panels and acts as a ledge to
support.
FIG 3.3: KICKER
4) Stub Pin: - It helps in joining two wall
panels. It helps in joining two joints.
FIG
3.4: STUB PIN
3.2.2: - BEAM
COMPONENTS:
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.
FIG 3.5: BEAM SIDE PANEL
2) Prop Head for
Soffit Beam: - It forms the
soffit beam. It is a V-shaped head
for easy dislodging of the formwork.
FIG 3.6: PROP HEAD FOR SOFFIT
BEAM.
3) Beam Soffit
Panel: - It supports the
soffit beam. It is a plain rectangular
structure
of aluminium.
FIG
3.7: BEAM SOFFIT-PANEL
4) Beam Soffit
Bulkhead: - It is the bulkhead
for beam. It carries most of the bulk load.
FIG 3.8: - BEAM SOFFIT
BULKHEAD
3.2.3: DECK COMPONENT:
1) Deck Panel:
- It forms the
horizontal surface for casting of slabs. It is built for proper
safety of workers.
FIG
3.9: - DECK PANEL
2) Deck Prop:
- It forms a
V-shaped prop head. It supports the deck and bears the load coming on the deck
panel.
FIG
3.10: -DECK PROP
3) Prop Length:
- It is the length
of the prop. It depends upon the length of the slab.
FIG 3.11: - DECK PROP LENGTH
4) Deck mid – Beam:
- It supports the
middle portion of the beam. It holds the concrete.
FIG 3.12: - DECK MID-BEAM
5) Soffit Length: - It provides support to the
edge of the deck panels at their perimeter of the room.
FIG 3.13: - SOFFIT LENGTH
6) Deck
Beam Bar: - It is the deck
for the beam. This component supports the deck and beam.
FIG 3.14: -DECK BEAM BAR
3.2.4: 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.
FIG
3.15: -INTERNAL SOFFIT CORNER
2) External Soffit Corner:
- The external
soffit corners forms the vertical external corner between walls and / or beam
faces and horizontal external corners between wall / beam face and soffit of
slabs.
FIG 3.16: -EXTERNAL SOFFIT
CORNER
3) External Corner:
- The external
corner connects vertical or horizontal form work together at right angles.
FIG 3.17: - EXTENAL CORNER
4) Internal Corner: - It connects two pieces of vertical
formwork pieces at their internal intersections.
FIG 3.18: - INTERNAL CORNERS
FORMWORKS ASSEMBLE:
MIVAN aims in using modern
construction techniques and equipment in all its projects. 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 the formwork
modulation drawings. All formwork begins at a corner and proceeds from there.
FIG 3.19: - WALL ASSEMBLY
DETAILS
FIG 3.20: - BEAM ASSEMBLY
DETAILS
SIMPLICITY – PIN AND WEDGE SYSTEM:
The panels are held in position by a simple pin and wedge system that passes through holes in the outside rib of each panel. (Fig.No.3.21)
The panels fit precisely, simply and securely and require no bracing. Buildings can be constructed quickly and easily by unskilled labor with hammer being the only tool required. Once the panels have been numbered, measuring is not necessary. As the erection process is manually, tower cranes are not required. The result is a typical 4 to 5 day cycle for floor – to – floor construction.
EFFICIENT – QUICK STRIP PROP
HEAD:
One of the principal technical
features which enables this aped to be attained using a single set of formwork
panel is the unique V shaped a prop head which allows the 'quick strip' to take
place whilst leaving the propping undisturbed. The deck panels can therefore be
resumed immediately. (Fig.No.3.22).
CONSTRUCTION ACTIVITIES WITH
MIVAN AS FORMWORK
The construction activities
are divided as pre – concrete activities, during concreting and post – concrete
activities. They are as follows:
PRE – CONCRETE ACTIVITIES:
i) RECEIPT OF
EQUIPMENT ON SITE:
a) Unload components from
transport and where possible, stack by code and size panels can normally be
stacked safely up to 25 panels high on skids or pallets.
b) When stacked, holing in the
formwork should be aligned allowing easy identification by code.
c) Ensure the first panel at
the bottom of the stack has the contact
face
upwards.
d) All pins, wedges, wall
ties, P.E sleeves, L.D.P.E sheet and special tools to be put into proper
storage and only distributed as required.
e) A check requires to be
carried out against the packing list ensuring all items stated are received.
ii) LEVEL SURVEYS:
a) A concrete level survey
should be taken on all sites and remedial work carried out prior to the
erecting of formwork.
b) All level surveys should be
taken from T.B.M (Temporary Bench Mark).
c) In certain cases it is good
practice to mark the slabs with paint indicating a plus (+) or minus (-) as the
survey is being conducted. The eliminates unnecessary circulation of paper
copies to site personnel, and supervisor can identify at a glance any remedial
work required.
d) High spots along the wall
line to be chipped off to the proper level.
Low spots along the wall line
should be packed to the required level,
using
plywood or timber.
Packing the corner and the
centre of the wall length to the required level will be normally be adequate,
as the formwork when pinned together will bridge across low spots.
e) Concrete
(+8mm) and above must be chipped to the correct level.
After concreting, level surveys should also be carried out on the top of the
kickers. One reason for structural deviation from the centre line can be on a –
level kicker. This in turn means the formwork is not in plumb.
f) Kickers are
manufactured with a 26mm slotted hole on the face to allow for adjustment after
concreting.
g) As with the
concrete level survey, proper records of the kicker survey should be kept on
file by the allocated supervisor.
h) Also a
deviation survey requires to be carrying out and keeping on fire.
iii) SETTING
OUT:
a) Only approved
shell drawings supplied by Mivan Formwork Design should be used for setting
out.
b) Setting out
lines should continue through openings, external corners etc, by a minimum of
150mm. This makes it easier to fix formwork in position prior to concreting.
c) It is very
important that the reference points and the setting out points are protected
against accidental movement or damage.
d) Transferring
of reference points from the level below requires to be done quite accurately.
Incorrect reference points give incorrect deviations therefore creating
unnecessary work for the formwork erection. It is suggested a theodolite be
used for transferring the points through openings provided in the slab.
iv) CONTROL/CORRECTING
OF DEVIATIONS:
a) A study of
the deviation and kicker level survey should confirm what, if any, corrective
action is required.
b) If the kicker
requires adjustment for level, loosen the holding- in bolt by turning
anti-clockwise, adjust kicker to the required position and retighten the bolt.
c) Once the
vertical formwork is fixed in position, the external corners should be checked
for plumbness. This will determine if further action is required to control the
deviation.
d) In addition
to the kicker levels, the formwork can be pulled by using bottle screws and
chain blocks; if the formwork requires to be pushed adjustable props can be
used.
v) ERECT
FORM WORK:
For the initial set up only
50mm*25mm timber stays can be nailed to the concrete slab, close to the
internal and external corners, to ensure the formwork is erected to the setting
out lines.
All formwork begins at a
corner and proceeds from there. This is to provide temporary lateral
stability. A single panel at a corner will give sufficient lateral
support to a very long section of wall.
Ensure all edges of the
formwork and contact face are properly cleaned ad oiled prior to fixing in
place.
When satisfied the corner is stable and the internal corner is positioned to
the setting out lines continue erecting the formwork to one wall. Use only 2 no
of pins and wedges to connect the formwork at this stage a the pins and wedges
will have to be removed later to insert the wall ties. Alternatively the wall
ties can be positioned as the formwork is erected. For ease of striping, pin
the wall panels to the internal corners with the head of pin to the inside of
the internal corner if possible.
Wall ties should be coated with the releasing agent provided before being fixed
to the formwork. Fit the wall ties through slots in the wall formwork and
secure in position with pins and wedges.
Prior to closing the formwork, pre-wrapped corrugated PVC sleeves are placed
over the wall ties. Please ensure, since preparation of the sleeves they have
not been abused in any way before installing, as this can have an adverse
effect in the removal of the wall tie after concreting. Also, ensure they are
located properly to the contact face of the formwork on each side of the wall.
Sleeves installed with one end fixed between the side rails of two adjoining
panels, exposes the wall tie at the opposite end, therefore impossible to
retrieve the wall tie after concreting.
When deviation of external walls occurs, they must be brought back to the
correct plan location as quickly as possible. This is done by slightly tilting
the external wall forms in one plane. If a deviation from plumb has occurred in
two directions, then this should be improved over two floors, one for each
direction. Realignment in two directions should not attempted on a single lift.
A
maximum of 8mm in vertically improvement in one lift is sufficient.
vi) METHOD
OF ERECTING FORMWORK:
It is important maximum
efficiency to define a sequence of erection to be followed by each team. One
side is erected using only on upper and lower pin and wedge connection. Later,
ties are inserted at the the connection and fixing
With
pin and wedge. Then previously installed pins are removed and those ties
inserted and pinned. Subsequently, panels for the other side are inserted
between the existing ties and fixed with pins and wedges.
The
advantages of this Erection Method are as Follows:-
1) Rooms
can be closed and squared by assembling only one side of wall panels. If
misaligned, it is easier to shift rows of single panels.
2) If
steel reinforcement is likely to interfere with the placement of the ties, it
can be seen and corrected without delaying the pane erection.
3) Enables
fast start up of deck teams as the first rooms can be closed quickly.
4) Continuous
steel reinforcement for the walls, creates a barrier between the two sides of
the formwork, so the work proceeds at the pace of single erector.
Special care must be taken at
the lift shafts. The interior panels will align properly on their own because
they are set of the kicker from the formwork below. Ensure the kickers are
level and will not effect the vertically of the lift shaft. However, the
matching panels are set on the concrete that may not be level. If the concrete
is too high in place, it can distort the alignment of the four sides of the
lift shaft and must be broken out to allow a level base.
Care must be
taken so that the concrete and in particular the reinforcement does not become
contaminated due to excessive or negligent application of the releasing agent.
The ends of walls
and door openings should be secured in position by nailing timber stays to the
concrete slab. Walls require to be straightened by using a string line and
securing in place by nailing timber stays to concrete slab. During this
p\operation vertically of door openings also require to be checked for plumb.
Where possible, door spacers should be lifted.
vii) ERECT
DECK FORMWORK:
Normally deck
panels can be struck after 36 hours. Striking times should be confirmed on a
project to project basis.
The striking
begins with the removal of deck beam. Remove the 132mm pin and the beam bars
from the beam which has been identified for removal.
This is followed
by removing the pins and wedges from the deck panels adjacent to the deck beam
to be removed.
The deck beam
can now be taken out.
As
the first panel in are rests on the support lip of the soffit length, the
adjacent panel should be removed first. After removing the pins and wedges from
the panel to be removed, a panel puller can be used to beak the bond from the
adjacent formwork.
Where there is no deck beam support and the panels span from wall to wall, one
wall will have the supporting lip of the soffit length removed.
Pins and wedges only to be removed on the identified component that is to be
struck.
Deck panel's remains in place longer than wall panels and will not come away easily
unless proper cleaning and oiling is done during the erection process. Panels
should confirm to the sequence of erection.
PROP LENGTHS :
Whenever the PL's is to be
removed, use a wooden mallet to strike the bottom of the PL in the same
direction as the beam and holding the PL with your other hand.
POST CONCRETE
ACTIVITIES:
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:
i. The
heaviest and the longest, which is a full height wall panel, can be carried up
the nearest stairway.
ii.
Passes through void areas.
iii. 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.
3) STRIKING:
Once cleaned and transported
to the next point of erection, panels should be stacked at right place and in
right order.
Proper stacking is a clean
sign of a wall – managed operation greatly aids the next sequence of erection
as well as prevents clutters and impend other activities.
ON
CONCRETE ACTIVITIES:
At least two operatives should
be on stand by 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 – effected
area will then required remedial work after striking of the formwork.
Things to look for during
concreting:
i. Dislodging
of pins / wedges due to vibration.
ii. Beam
/ deck props adjacent to drop areas slipping due to vibration.
iii. Ensure
all bracing at special areas slipping due to vibration.
iv. Overspill
of concrete at window opening etc.
PRE-CONCRETE
ACTIVITIES:
Before commencing the
operation, ensure the following equipment has been procured:-
a) Scaffold
brackets and all the necessary fixings.
b) Scaffolding
bracket, vertical safety post.
c) Safety
harness and all materials for the platform decking and handrails.
d) Timber and
all materials for the platform decking and handrails.
For the initial set up of the formwork and when using the wall mounted scaffold
brackets, 20mm diameter holes require to be drilled through the formwork to
position the PVC sleeves, which when cast in the concrete should be used for
fixing the scaffold brackets. This hole also accommodates the bolting up of the
formwork to control the alignment at the kicker level.
As the external formwork is
being removed, a team of allocated people working in pairs will commence
erecting the working platform. With the tie-rod through the hole provided in
the working platform. With the tie-rod through the hole providing in the
working platform bracket, and using a small ladder, fix the bracket by pushing
the tie rod through the PVC sleeve which is cast in the concrete. A helper
inside the building can fix and tighten the locking nut.
During this operation, the
person on the external must have his safety belt secured to the kicker above.
As this operation progresses along the building, another pair of the team
should follow, placing the decking, toe-board and handrails. One person should
remain on the lower platform and pass the decking to his helper n the upper
level
When working on the outside
edge, safety equipment MUST be worn at all times.
INSTRUCTIONS:
To be imposed on
every worker, are the following things not to be done:
Do
not lay bottom panel contact face down, when starting a stack
Do not drop
equipment from any height
Do
not use panels as ramp, bridges or scaffold
Do
not use hammer and wedges to pull panels together
Do
not drive wedges until full length of panels are butted together
Do
not use extreme hammer force when installing wedges
Do
not erect elements not properly cleaned and oiled
(Deck panel
faces are oiled after erection)
SAFETY:
a) Ensure all
scaffold brackets are in good condition and have not been damaged since the
last installation
b) Ensue
platform is fully decked out and toe-board and handrail installed.
c) Penetration
holes in the slab for transferring panels must be covered when not in use until
cast with correct.
d) Any workers
working above platform level must wear safety belt attached to a secured
formwork component or the wall steel.
e) When
removing of the timber batons from the floor after casting
ensure no nails have been left exposed.
f) Pins
and wedges to be removed with care especially on the external of the building.
g) Handling of
equipment.
h) Formwork
should not be stacked on the scaffold.
POST – CONCRETE
ACTIVITIES:
i) Strike Wall
Form- It is required to strike down the wall form.
ii) Strike Deck
Form- The deck form is then removed.
iii) Clean,
Transport and stack formwork
iv) Strike
Kicker Formwork – The kicker are removed.
v) Strike wall –
Mounted on a Working Platform the wall are fitted on next
floor.
vi) Erect Wall –
Mount Working Platform and the wall is erected.
Normally all formwork can be
struck after 12 hours.
Erection of Platform
Striking of formwork
- Positioning of Platform
Removal of kicker
The essence of the system is
that it provides a production line approach in the construction industry. The
laborers are grouped together to form small teams to carry out various tasks
within a certain time frame such as, reinforcement, fabrication and erection,
formwork erection, concreting etc.
Scheduling involves the design
and development of the work cycle required to maximize efficiency in the field.
The establishment of a daily cycle of work, which when fully coordinated with
different trades such as reinforcement fixing, mechanical services
installation, and the placing of concrete, includes a highly efficient working
schedule in the system, not just for formwork but for all parallel trades as
well.
Optimum use of the labor force
is made by ensuring that each trade has sufficient work on each working day.
Experienced site supervisors are sent to site to train supervisory staff and
labor for proper handling of the equipment and to assist in establishing the
desired work cycle. The disciplined and efficient handling of work ensures that
all other trades follow in a united and predetermined manner. The improved
coordination and construction management enables the equipment to be used at
optimum speed and efficiency and speed of the output are outstanding. Thus a
disciplined and systemized approach to construction is achieved.
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 hrs.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. 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
Day 3: - 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 2.5 days.
Design Aspects
The comparison is done between
buildings constructed by: -
i) Conventional
RC columns, beams, and slab construction (RC moment resisting
frame d structure)
OR
ii) RC
load-bearing walls and slabs.
In the case of RC moment-resisting
framed structures, the horizontal forces due to wind or earthquake are resisted
by the frames resulting in the bending moments in columns to resist bending
moment and vertical loads would be more than that required to resist vertical
loads without bending moment. Similarly, additional reinforcement will be
required in beams at supports.
In the case of RC load-bearing
walls, monolithic casting of slab along with RC walls results in a box type
structure, which is very strong in resisting horizontal forces due to wind or
earthquake. In view of large depth of shear walls, the resulting stresses due
to bending moment and vertical loads are smaller and in many cases, concrete
alone is capable of resisting these forces.
On evaluating these
alternatives, it is seen that the beam column frame system in
i) Performs
poorly against earthquake forces compared to RCC wall and slab construction.
Recent changes in the IS Codes, as well as recommended good practice demand
provision of additional reinforcement comply with ductility requirements.
ii) The
sizing and detailing of columns needed to be –that they are 20% stronger than
beams they support.
Economics
Comparative costs of building
using load bearing wall and slab system and conventional framed system of
column, beams, slab for the construction of a ground-plus-seven building is
given in Table 3.8.1. It can be seen that the total cost of ground-plus-seven
building using MIVAN System is Rs.5344/m² which is lower than that in
conventional system is Rs.6034/m².( As calculated by Srinivaschar.P.H,
July 2005).
The cost per flat (or per m²
built up area) using MIVAN shuttering system depends upon the number of
repetition and period of completion of the project. As the formwork can be
reused over 250 times, the initial cost per unit of forming area is less when
compared to traditional methods. The reduction of cost is also due to the
elimination of brickwork and plaster and also due to reduction in time. The
cost of the project gets substantially reduced due to shear wall construction.
These are due to the reduced consumption of steel, masonry, and plaster even
though the use of concrete decreases. For the same number of repetition, the
cost will be less if the period of completion is longer. This is because for a
shorter completion period, the area of formwork is more than required for
longer completion period. Cost of formwork is illustrated in Table no.3.8.2.
The aluminium formwork
provides an integrated scaffolding system which reduces the cost of scaffolding
requirements. The mechanical and electrical installation is simplified as
conduits are embedded in the structure by precise engineering of outlets and
service ducts.
Thus, we can conclude that the
overall cost of the project is lesser when compared to project using
traditional methods of formwork.
QUALITY:
High quality Formwork panels
ensure consistency of dimensions. On the removal of the formwork mould a high
quality concrete finish is produced to accurate tolerances and verticality. The
high tolerance of the finish means that no further plastering is required.
Typically a 3mm to 4mm skin coat is applied internally prior to finishing and a
6mm build up coat prior to laying tiles. Care must be taken so that the concert
and in particular the enforcement does not become contaminated due to excessive
or negligent application of the releasing agent.
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.
LIMITATION 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.
REMEDIES
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 providing
control strips in the structure which could be concreted 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 fly ash.
COMPONENT CODES
ITEM
|
CODE
|
DESCRIPTION
|
1
|
B
|
BEAM SIDE
|
2
|
BB
|
BEAM BAR
|
3
|
BCA
|
50 INTERNAL BEAM CORNER
|
4
|
BCB
|
75 INTERNAL BEAM CORNER
|
5
|
BCC
|
100 INTERNAL BEAM CORNER
|
6
|
BCD
|
125 INTERNAL BEAM CORNER
|
7
|
BCE
|
150 INTERNAL BEAM CORNER
|
8
|
BCF
|
175 INTERNAL BEAM CORNER
|
9
|
BEA
|
50 EXTERNAL BEAM CORNER
|
10
|
BEB
|
75 EXTERNAL BEAM CORNER
|
11
|
BEC
|
100 EXTERNAL BEAM CORNER
|
12
|
BED
|
125 EXTERNAL BEAM CORNER
|
13
|
BEE
|
150 EXTERNAL BEAM CORNER
|
14
|
BEF
|
175 EXTERNAL BEAM CORNER
|
15
|
BF
|
VERTICAL BEAM FILLER
|
16
|
BH
|
VERTICAL BULK HEAD
|
17
|
BHH
|
HORIZONTAL BULK HEAD
|
18
|
BP
|
BEAM PROP
|
19
|
BPP
|
BEAM PROP WITH 2 PROPS
|
20
|
BS
|
BEAM SOFFIT PANEL
|
21
|
BZ
|
50 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
22
|
BZB
|
75 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
23
|
BZC
|
100 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
24
|
BZD
|
125 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
25
|
BZE
|
150 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
26
|
BZF
|
175 HIGH THREE SIDED BEAM CORNER WITH 100mm ON ONE END
|
27
|
CC
|
COLUMN COLLAR-125 HIGH *100 WIDE
|
28
|
CD
|
COLUMN COLLAR-125 HIGH *125 WIDE
|
29
|
CE
|
COLUMN COLLAR-150 HIGH *150 WIDE
|
30
|
CLA
|
INTERNAL-100 ON LEFT LEG (FOR25mm ROCKER)
|
31
|
CLB
|
INTERNAL-100 ON LEFT LEG (FOR50mm ROCKER)
|
32
|
CLC
|
INTERNAL-100 ON LEFT LEG (FOR75mm ROCKER)
|
33
|
CLD
|
INTERNAL-100 ON LEFT LEG (FOR100mm ROCKER)
|
34
|
CP
|
CHANNEL PROP HEAD
|
35
|
CPP
|
CHANNEL PROP HEAD WITH 2 PROPS
|
36
|
CRA
|
INTERNAL CORNER-100 ON RIGHT LEG (FOR 25mm ROCKER)
|
37
|
CRB
|
INTERNAL CORNER-100 ON RIGHT LEG (FOR 50mm ROCKER)
|
38
|
CRC
|
INTERNAL CORNER-100 ON RIGHT LEG (FOR 75mm ROCKER)
|
39
|
CRD
|
INTERNAL CORNER-100 ON RIGHT LEG (FOR 100mm ROCKER)
|
40
|
D
|
DECK PANEL
|
41
|
DF
|
DECK FILLER
|
42
|
DP
|
DECK PROP HEAD
|
43
|
EB
|
END BEAM
|
44
|
EC
|
EXTERNAL CORNER
|
45
|
ECB
|
HORIZONTAL EXTERNAL CORNER
|
46
|
EP
|
END PROP HEAD
|
47
|
IC
|
INTERNAL CORNER
|
48
|
ICA
|
INTERNAL CORNER-(FOR 25mm ROCKER)
|
49
|
ICB
|
INTERNAL CORNER-(FOR 50mm ROCKER)
|
50
|
ICC
|
INTERNAL CORNER-(FOR 75mm ROCKER)
|
51
|
ICD
|
INTERNAL CORNER-(FOR 100mm ROCKER)
|
52
|
ICL
|
INTERNAL CORNER-100 ON LEFT LEG
|
53
|
ICR
|
INTERNAL CORNER-100 ON RIGHT LEG
|
54
|
K
|
KICKER
|
55
|
KB
|
100 INTERNAL KICKER CORNER
|
56
|
KBE
|
100 EXTERNAL KICKER CORNER
|
57
|
KC
|
125 INTERNAL KICKER CORNER
|
58
|
KCE
|
125 EXTERNAL KICKER CORNER
|
59
|
KD
|
150 INTERNAL KICKER CORNER
|
60
|
KDE
|
150 EXTERNAL ICKER CORNER
|
61
|
KE
|
175 EXTERNAL KICKER CORNER
|
62
|
KEE
|
175 INTERNAL KICKER CORNER
|
63
|
LS
|
SOFFIT LENGTH-100 HEIGHT ON VERTICAL FACE(INVERTED)
|
64
|
LSB
|
AS ABOVE WITH 100*100mm END PLATES ON EITHER END
|
65
|
LSL
|
AS ITEM 63 WITH 100*100mm END PLATE ON L.H.S ONLY
|
66
|
LSR
|
AS ITEM 63 WITH 100*100mm END PLATE ON R.H.S ONLY
|
67
|
MB
|
MID BEAM
|
68
|
PC
|
PLATE COVER TO WINDOW SILL
|
69
|
PL
|
PROP LENGTH
|
70
|
PLB
|
PROP LENGTH BASE
|
71
|
RK
|
ROCKER
|
72
|
SB
|
SOFFIT BEAM (ACCOMODATES UPTO A MAXIMUM BEAM WIDTH 300mm)
|
73
|
SBE
|
100 HIGH*100 WIDE SOFFIT CORNER EXTERNAL
|
74
|
SBX
|
100 HIGH*100 WIDE SOFFIT CORNER INTERNAL
|
75
|
SBY
|
100 SOFFIT CORNER WITH RIGHT LEG MITRED
|
76
|
SBZ
|
100 SOFFIT CORNER WITH LEFT LEG MITRED
|
77
|
SC
|
125 HIGH *100 WIDE SOFFIT CORNER
|
78
|
SCE
|
125 HIGH *100 WIDE EXTERNAL CORNER
|
79
|
SCY
|
125 SOFFIT CORNER WITH RIGHT LEG MITRED
|
80
|
SCZ
|
125 SOFFIT CORNER WITH LEFT LEG MITRED
|
81
|
SD
|
150 SOFFIT
CORNER
|
82
|
SDE
|
150 HIGH*100 WIDE SOFFIT CORNER EXTERNAL
|
83
|
SDY
|
150 SOFFIT CORNER WITH RIGHT LEG MITRED
|
84
|
SDZ
|
150 SOFFIT CORNER WITH LEFT LEG MITRED
|
85
|
SF
|
SOFFIT FILLER
|
86
|
SL
|
125 HIGH *100 WIDE SOFFIT LENGTH
|
87
|
SLB
|
SOFFIT LENGTH WITH 100 RETURN ON BOTH ENDS
|
88
|
SLR
|
SOFFIT LENGTH WITHOUT LIP
|
89
|
SM
|
125 HIGH *125 WIDE SOFFIT LENGTH
|
90
|
SMB
|
125 HIGH *125 WIDE SOFFIT LENGTH WITH 125 RETURN ON BOTH ENDS
|
91
|
SMC
|
125 HIGH *125 WIDE SOFFIT CORNER
|
92
|
SME
|
125 HIGH *125 WIDE SOFFIT CORNER EXTERNAL
|
93
|
SMR
|
125 HIGH *125 WIDE SOFFIT CORNER WITHOUT LIP
|
94
|
SN
|
125 HIGH *150 WIDE SOFFIT LENGTH
|
95
|
SNB
|
125 HIGH *150 WIDE SOFFIT LENGTH WITH 150 RETURN ON BOTH ENDS
|
96
|
SNC
|
125 HIGH *150 WIDE SOFFIT CORNER
|
97
|
SNE
|
125 HIGH *150 WIDE SOFFIT CORNER EXTERNAL
|
98
|
SNR
|
125 HIGH *150 WIDE SOFFIT LENGTH WITHOUT LIP
|
99
|
SX
|
25/50 SOFFIT BEAM CORNER
|
100
|
SXB
|
25/50 SOFFIT BEAM CORNER WITH 125/150 RETURN ON BOTH ENDS
|
101
|
SXL
|
25/50 SOFFIT BEAM CORNER WITH 125/150 RETURN ON LEFT END
|
102
|
SXR
|
25/50 SOFFIT BEAM CORNER WITH 125/150 RETURN ON RIGHT END
|
103
|
T
|
TOP PANEL(ABOVE STANDARD WALL PANEL)
|
104
|
W
|
WALL PANEL
|
105
|
WF
|
HORIZONTAL WALL FILLER
|
106
|
WRA
|
VETICAL WALL FILLER WITH BOTTOM MITRED (FOR 25 mm ROCKER)
|
107
|
WRB
|
VETICAL WALL FILLER WITH BOTTOM MITRED (FOR 50 mm ROCKER)
|
108
|
WRC
|
VETICAL WALL FILLER WITH BOTTOM MITRED (FOR 75 mm ROCKER)
|
109
|
WRD
|
VETICAL WALL FILLER WITH BOTTOM MITRED (FOR 100 mm ROCKER)
|
110
|
WX
|
WX-PANEL OR WX- FILLER
|
111
|
WXR
|
WX-FILLER WITH BOTTOM MITRED
|
CASE STUDY
The Bombay municipal corporation (BMC) are
responsible for the development of Mumbai. It has undertaken massive
projects to achieve this goal and has encouraged use of latest
technologies to complete these projects. In recent years it has undertaken
large – scale constructions of houses in Mumbai.
COMPLETED PROJECT WITH MIVAN FORMWORK:-
SRA AT MAHUL
Location:
MAHULVILLAGE KURLA
Country:
India.
Client:
DB REALITY
Scope:
7 Storey, 68 Apts.
Design:
Load Bearing wall & slab.
Cycle:
11 days per floor.
System formwork: 51.76
laks sq.mt.
Contract Start Date: July 2007.
Project Type (s):
High rise, residential building having 68
buildings in all.
Architect:
SHAH & DUMASIA CONSULTANCY PVT LTD.
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CONCLUSION:
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 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 .
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