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8/2/2019 Project on Advance Const Tech
http://slidepdf.com/reader/full/project-on-advance-const-tech 1/88
Veermata Jijabai Technological Institute
Study of Advanced Construction Techniques in Commercial Complexes Page 1
Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
1. INTRODUCTION
Construction industry in India is changing focus more towards the architectural view and
non regular shapes of structure, leaving behind the regular orthodox shapes of the past.This change has shown its effects clearly in the upcoming commercial buildings which
are used for a variety of purposes and are home to many big and mall brands where they
house their corporate offices, retail outlets and consultancies .The prime objective of
these brands is to attract the customers by their beautiful exteriors and state of art
architecturally designed showrooms and world class facility .The booming retail industry
has added fuel to this fire ,where many a leading bands come together under one roof and
the customer has freedom of getting the best of all choices at the same place , thus
making it all the more sort after place for visiting .Besides this the other element of the
services sector which has seen a sea of change and acts as the mirror of luxury and
comfort is the hotel industry which by means of it state of art services has attracted the
due attention of real estate developers and investors .
India’s real estate sector is undoubtedly on a high growth path and recognized as global
investor’s choice. India is holding third position among retail markets in the world with
organized retailing and growing at the rate of 30% per annum. India has played up to its
image of being one of the most attractive FDI, FII destinations. The positive outlook of
the Indian government is the key factor behind the sudden rise of the Indian real estate
sector.
The opening of the Indian market led by globalization, the pooling of FDI and the overall
change in the outlook of the Indian people has fuelled the growth and the development of
commercial buildings. Many brands like WALLMART, ADIDAS, BIG-BAZAR,
PANTALOONS are expecting to construct more than 250 malls in next five years. The
entry of many global and national players like SHAPOORJI, L&T to the Indian
construction industry has added the much needed aspect of the organizational and
profession approach needed for the construction of commercial buildings. This has
brought a rapid growth of commercial buildings is opportunity for the builders and civil
engineers to diversify their expertise and explore the new ventures for this sector.
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Veermata Jijabai Technological Institute
Study of Advanced Construction Techniques in Commercial Complexes Page 2
Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
1.1 SCOPE OF WORK
The commercial complexes include malls, hotels, and multiplexes. The project work shallbe an exhaustive study of different components of construction which are adopted during
the execution of commercial complex and services installed in them. The various basic
components that shall be incorporated will be the foundations, construction techniques
brief account of all the structural details and their execution processes.
The growing aspects and various methods adopted during the construction of commercial
complexes have prompted us to choose this as a topic for project.
The study of new techniques, its related challenges and its changes that will be seen it
construction industry in India.
The project also includes innovative technique such as Universal Fiber Optics Solar
Lightening which helps to reduce electricity consumption and brings Environment
friendly complexes.
For the purpose of our project we shall be visiting Orchid ozone Mall site near Dahiasar
in Mumbai. The general approach adopted by us at the site will be in the following
manner
• Briefly study the main purpose for which commercial structure will be used. • Visit the site and collect non technical details like area of land, type of contracts,
and name of contractor, consultant, designer and architect. Approx. Project cost,
time frame of completion, work distribution.
• At the site observe how the work of excavation, foundation, concreting, slab
casting. Beams and column construction, equipment management and labor are
carried out. • Study the structural designs of the structure (RCC). Make notes and try to
summarize the elemental design procedures adopted and draw inferences. • Services installed at the site.
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Veermata Jijabai Technological Institute
Study of Advanced Construction Techniques in Commercial Complexes Page 3
Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
Project Site: ORCHID OZONE MALL
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Veermata Jijabai Technological Institute
Study of Advanced Construction Techniques in Commercial Complexes Page 4
Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
2. SALIENT FEATURES OF THE PROJECT SITE
We have selected the site of Orchid Ozone Mall located at Dahisar, Mumbai for the study
of advanced construction techniques in commercial complexes. Various advanced
construction techniques used on site for Post Tensioning, Retaining wall, Foundations,
Grouting.
Details are as follows :
NAME : THE ORCHID OZONE MALL
CLIENT : NEEL KAMAL REALTORS PVT.
LTD .
ARCHITECT : M/S HAFEEZ CONTRACTOR
STRUCTURAL CONSULTANT : M/S Y.S. SANE PUNE
CONTRACTOR : M/S B.E.BILLIMORIA & CO LTD
CONTRACT VALUE : 145.95 Crores
CONTRACT PERIOD : 24 Month
(Date of Commencement -
01/05/2007)
SCOPE OF THE WORK : Civil Work :Basement +
Lower Ground Floor +
Upper Ground Floor +
2 storeyed structure for Mall.
APPROXIMATE BUILT UP AREA : 30 Lacs Sq. ft.
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
EQUIPMENT DETAILS:
• Batching plants 2 Nos
• Mobile crane 1 Nos.
• Transit mixer (6 cum. capacity)
• Transit mixer (2 cum. capacity)
• Tractor with carrier 1 No.
• Tough rider 4 Nos.
SURFACE LEVELS:
• PCC top level =13.52m.
• U.B.F.S. top level =18.20m.
• L.G.F.S top level = 21.80m.
MATERIAL STATISTICS:
• Total concrete quantity = 1 Lac Cum.
• Total Reinforcement steel Qty. = 10500 Mt.
• Total Shuttering area = 30.38 Lac Sq. ft.
• Total Brick masonry = 6 Lakhs Sq. ft.
• Total Plastering = 60 Lakhs Sq. ft
• Grade of concrete used
o Slabs , Beams, and Footings - M-35
o Columns and Retaining wall - M-40
o PCC- M-10
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
ARCHITECTURAL DETAILS:
o 1.6 Million sq. ft. retail development
o 3000 car parking space
o 6 screen multiplex
o Theme restaurants with large food-court
o Water Theme Atrium
o 2 lac sq. ft. one level Hyper City Store
o 150 rooms budget rooms
o 150 rooms budjet rooms
o Various entry exit for vehicular and pedestrians
o Separate ( Loading – Unloading )service entries for trucks and service
vehicles
o Travolators strategically located to cover large spans
o Lifts and escalators located for easy and speedy movem
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
SALIENT FEATURES OF ADVANCED CONSTRUCTION
TECHNIQUES OBSERVED AT THE SITE
1) RETAINING WALL
Retaining wall has been constructed all throughout the boundary of the area
constructed to prevent the side rock from falling and prevent any seepage occurring
.Back hoe has been used to carry out the excavation of rock at the site The
reinforcement is Provided as per the design. The retaining wall construction is
carried out in a panel of 1.5m each and proper joint is made between two panel. For
the construction of retaining wall M40 grade of concrete has been used and Fe 415 grade
of steel has been used.
MIX DESIGN FOR M40 GRADE OF CONCRETE
CEMENT - 225 KgNATURAL SILT - 193Kg
GRIT - 220Kg
AGG (20mm) - 257 Kg
(10mm) - 248 Kg
WATER - 79 Litres
ADMIXTURE - 2.8 Kg
2) RAFT FOUNDATION
On site raft foundation is provided all over the area of construction .The depth of raft
foundation provided is 300mm. Footing of three different sizes is provided. The thickness
of material used is as follows
Rubble soling- 950mm
PCC -100mm
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
3) POST-TENSIONING
SPECIFICATION OF TENDONS USED ON SITE IS:A) Min 300mm length of Tendon must be out for Post tensioning.
B) Min 850mm length of Tendon is without pocket at the fixed
C) Diameter of Tendon = 12.7mm
CONCRETING
Reinforcement and profile of the tendons are checked. At the end where “Testing” is
present, Thermocol is provided to prevent entry of concrete in holes of Testing. After
checking the availability of Concrete source, Concreting is started.
EQUIPMENTS
Hydraulic jack is used to do post tensioning. Thermocol is removed after 28 days which
was used to restrict entry of concrete in holes. Tendon is inserted in Hydraulic Jack; it is
locked and pulled at a given pressure. After achieving required tensile force, jack is
removed. Testing is locked. After doing same procedure for both adjacent slabs,
concreting in Pour strip is done. Red strips are marked on lower side of the slab parallel to
the profile of tendons to prevent accidents due to cutting in tendons while drilling.
4) GROUTING
The main objective of grouting the Aluminum pockets in post-tensioned concrete slabs is,
I ) To prevent corrosion of the tendons,
II) To ensure efficient transfer of stress between the tendons and the
Concrete member,
III) To improve the serviceability and strength characteristics of the concrete
member.
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
3.1 RAFT FOUNDATION
RAFT FOUNDATION
A raft foundation is a combined footing that covers the entire area beneath a structure
and supports all the walls and columns. When the allowable soil pressure is low, or the
building loads are heavy the use of spread footings would cover more than one half of the
area and it may prove economical to use mat or raft foundation. They are also used where
the soil mass contains compressible lenses or the soil is sufficiently erratic so that the
differential settlement would be difficult to control.
The method consists of providing an R.C.C slab of suitable thickness and with necessary
reinforcement. The raft is designed in such a way that the allowable bearing power of
soil is not exceeded. If required beam and slab construction in RCC can also be carried
out. The raft is designed as an inverted RCC roof with uniformly distributed load of the
soil pressure and supported by beams walls and columns.
The design of raft foundations requires careful attention. Usually the raft is so shaped and
proportioned wherever possible that the centre of gravity of the imposed load is vertically
under the centre of the bearing ground. Also in cases where there is fear of ground water
pressure to damage the raft foundations suitable holes are provided in the raft to release
the water pressure.
Types of Raft Foundation
1 -Flat plate ---- The Raft is of uniform thickness
2-Flat plate thickened under columns
3- Slab with basement walls
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
Raft foundations are selected when:
1. The area covered by the individual footings exceeds 50% of the structural plan area.This is usually the case for buildings higher than 10-stories, and/or on relatively weak
soils where q < 3 ksf = 150 kPa;
2. The building requires a deep basement, below the phreatic surface. For example, to
build several levels of parking, for mechanical systems, access to subway stations, etc;
3. The Engineer wishes to minimize the differential settlement in variable (that is,
heterogeneous) soils, or if pockets of extremely weak soils are known to be present;
4.The Engineer wishes to take full advantage of the soil’s increasing bearing capacity
with depth by excavating basements, and thereby seek a fully or a partially
compensated foundation.
Problem Soils that may necessitate the Use of Raft Foundations.
1. Compressible soils, occur in highly organic soils including some glacial deposits and
certain flood plain areas. Highly plastic clays in some glacial deposits and in coastal
plains and offshore areas there can be significant amounts of compressible soils.
Problems involved are excessive settlements, low bearing capacity, and low shear
strength.
2. Collapsing soils, settlement in loose sands and silts primarily. Densification occurs by
the movement of grains to reduce the volume. Typically includes shallow subsidence.
May occur in sandy coastal plain area, sandy glacial deposits, and alluvial deposits of
intermountain regions.
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
3. Expansive soils, containing swelling clays, mainly Montmorillite, which increase in
volume when absorbing water and shrink when loosing it. Semi-arid and semi-humid
areas with swelling clays are the most severe because the soil moisture active zone has
the greatest thickness under such conditions. Foundation supports should be placed below
the active soil zone.
Construction practices applicable to the design of Rafts.
-Thickness T is determined from diagonal tension (punching shear);
-Typical Raft thickness T: Stories B=45' B=90' B=120'
-Rafts should not have L > 90’ to 120’ without construction joints;
-The Raft area should be regular, avoiding acute corners and narrow corridors.
Keep the column spacing regular and loads within 50% of each other;
-When the bldg. has very dissimilar loadings, use separate Rafts with joints;
-Attempt a single pour for the entire Raft to avoid joints, which have a low or zero shear;
-The thicker T, the greater number of hydration cracks (must control the heat).
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
DEWATERING
Dewatering is needed in the construction of Raft foundations to lower the groundwaterbelow the excavation. Dewatering is a frequent cause of dispute between the contractor
and adjacent property owners. Dewatering by unsuitable methods can cause damage to
adjacent properties, and result in third party litigation. Engineers responsible for all the
phases of the project, from initial planning to budgeting through final construction need
to be aware of the potential impact of ground water so that their decisions will be
effective. The primary preventive measure is a thorough geotechnical investigation. When
a problem is identified and evaluated it is less likely to result in a dispute.
REINFORCEMENT
Raft foundations require massive amounts of steel. Two-way reinforcement is positioned
in the Raft before the concrete is added. The greatest amount of steel will be positioned at
the shear wall, which is usually the elevator shaft. Dowels need to be positioned so that
they will coincide with the respective column.
CONCRETE
The pouring of concrete once begun needs to be continued until the foundation is
complete. The pouring will begin at one corner and continue from there.
LOCATION
Cities that are located in areas with soils of low bearing capacity will utilize Raft
foundations. Because most cities are located near rivers Rafts are common foundations.
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Drainage, Waterproofing, and Damp-proofing of Rafts
Distress to buildings can often be traced to foundation movements caused by inadequate
removal of surface water. Hence, the grading of the site around a building should be
carefully designed. If the ground surface next to the building is to be unpaved, its slope
should not be less than 1 inch per foot. The nature of the subsoil and groundwater
conditions at a site should always be considered in the choice of elevations for basements
and floor levels. If the basement must be established below normal groundwater levels
special precautions must be taken to prevent seepage into the structure. For this two
general methods are in common use: drainage, whereby water is prevented from reachingthe exterior of the structure, and waterproofing, whereby the entrance of water to the
adjacent structure is prevented by some sort of impervious barrier. These two methods are
often combined for best results.
Footing drains consist of a filtered pipe backfilled with free draining Raft materials. They
are used where seepage is small and can be diverted into sewers or ditches. The upper
part of the backfill is of a less impervious nature than that of the backfill near the pipe.
This is done to prevent in flow from surface waters.
Intercepting drains are also used in areas of low seepage. The difference from the footing
drain is that the filtered pipe is located farther away from the Raft. This is used where the
presence of water in the drains might reduce the strength of the soil beneath the Raft.
Advantages of Raft Foundation
1- Cost (affordable)
2- Construction Procedure (simple)
3- Materials (mostly concrete)
4- Labor (does not need expertise)
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
Disadvantages of Raft foundation
1- Settlement
2- Limit Capacity * Soil * Structure
3- Irregular ground surface (slope, retaining wall)
4- Foundation subjected to pullout, torsion, moment.
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Viraj Patil (D-050147), Rupal Shimpi (D-050156),Sushant More (L-061010007), Kavita Khandekar (D-050129)
3.2 RETAINING WALL
A retaining wall is a structure that holds back soil or rock from a building, structure or
area. Retaining walls prevent downslope movement or erosion and provide support for
vertical or near-vertical grade changes. Cofferdams and bulkheads, structures that hold
back water, are sometimes also considered retaining walls. Retaining walls are generally
made of masonry, stone, brick, concrete, vinyl, steel or timber. Once popular as an
inexpensive retaining material, railroad ties have fallen out of favor due to environmental
concerns.
Segmental retaining walls have gained favor over poured-in-place concrete walls or
treated-timber walls. They are more economical, easier to install and more
environmentally sound.
The most important consideration in proper design and installation of retaining walls is
that the retained material is attempting to move forward and downslope due to gravity.
This creates lateral earth pressure behind the wall which depends on the angle of internal
friction (phi) and the cohesive strength (c) of the retained material, as well as the direction
and magnitude of movement the retaining structure undergoes.
Lateral earth pressures are typically smallest at the top of the wall and increase toward the
bottom. Earth pressures will push the wall forward or overturn it if not properly
addressed. Also, any groundwater behind the wall that is not dissipated by a drainage
system causes an additional horizontal hydrostatic pressure on the wall.
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As an example, the International Building Code requires retaining walls to be designed to
ensure stability against overturning, sliding, excessive foundation pressure and water
uplift; and that they be designed for a safety factor of 1.5 against lateral sliding and
overturning
Forces acting on retaining wall
1) Lateral earth pressure
Lateral earth pressure is the pressure that soil exerts in the horizontal plane. The
common applications of lateral earth pressure theory are for the design of ground
engineering structures such as retaining walls, basements, tunnels, and to determine the
friction on the sides of deep foundations.
To describe the pressure a soil will exert, a lateral earth pressure coefficient, K, is used. K
is the ratio of lateral (horizontal) pressure to vertical pressure (K = σh'/ σv'). Thus
horizontal earth pressure is assumed to be directly proportional to the vertical pressure at
any given point in the soil profile. K can depend on the soil properties and the stress
history of the soil. Lateral earth pressure coefficients are broken up into three categories:
at-rest, active, and passive.
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The pressure coefficient used in geotechnical engineering analyses depends on the
characteristics of its application. There are many theories for predicting lateral earth
pressure; some are empirically based, and some are analytically derived.
Active and passive pressure
The active state occurs when a soil mass is allowed to relax or move outward to the point
of reaching the limiting strength of the soil; that is, the soil is at the failure condition in
extension. Thus it is the minimum lateral soil pressure that may be exerted. Conversely,
the passive state occurs when a soil mass is externally forced to the limiting strength (that
is, failure) of the soil in compression. It is the maximum lateral soil pressure that may beexerted. Thus active and passive pressures define the minimum and maximum possible
pressures respectively that may be exerted in a horizontal plane.
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3.3 PRESTRESSING BY POST TENSIONING
OVERVIEW
Prestressed concrete is a method for overcoming the concrete's natural weakness in
tension. It can be used to produce beams, floors or bridges with a longer span than is
practical with ordinary reinforced concrete. Prestressing tendons (generally of high tensile
steel cable or rods) are used to provide a clamping load which produces a compressive
stress that offsets the tensile stress that the concrete compression member would
otherwise experience due to a bending load. Traditional reinforced concrete is based on
the use of steel reinforcement bars, rebars, inside poured concrete.
The advantages of prestressed concrete include lower construction costs; thinner slabs -
especially important in high rise buildings in which floor thickness savings can translate
into additional floors for the same (or lower) cost and fewer joints, since the distance that
can be spanned by post-tensioned slabs exceeds that of reinforced constructions with the
same thickness. Increasing span lengths increases the usable unencumbered floorspace in
buildings; diminishing the number of joints leads to lower maintenance costs over the
design life of a building, since joints are the major locus of weakness in concrete
buildings.
Post-tensioning is a method of reinforcing (strengthening) concrete or other materials
with high-strength steel strands or bars, typically referred to as tendons. Post-tensioning
Applications include office and apartment buildings, parking structures, slabs-on-ground,
bridges, sports stadiums, rock and soil anchors, and water-tanks. In many cases, post
tensioning allows construction that would otherwise be impossible due to either site
constraints or architectural requirements.
Although post-tensioning systems require specialized knowledge and expertise to
fabricate assemble and install, the concept is easy to explain. Imagine a series of wooden
blocks with holes drilled through them, into which a rubber band is threaded. If one holds
the ends of the rubber band, the blocks will sag. Post-tensioning can be demonstrated by
placing wing nuts on either end of the rubber band and winding the rubber band so that
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the blocks are pushed tightly together. If one holds the wing nuts after winding, the
blocks will remain straight. The tightened rubber band is comparable to a post-tensioning
tendon that has been stretched by hydraulic jacks and is held in place by wedge-type
anchoring devices.
Prestressed concrete is the predominating material for floors in high-rise buildings and
concrete chambers in nuclear reactors, as well as in columns and shear walls in the
buildings intended for a high degree of earthquake and blast protection.
Unbonded post-tensioning tendons are commonly used in parking garages as barrier cable
Also, due to its ability to be stressed and then de-stressed, it can be used to temporarily
repair a damaged building by holding up a damaged wall or floor until permanent repairs
can be made.
BONDED POST-TENSIONED CONCRETE
Bonded post-tensioned concrete is the descriptive term for a method of applying
compression after pouring concrete and the curing process (in situ). The concrete is cast
around plastic, steel or aluminium curved duct, to follow the area where otherwise tension
would occur in the concrete element. A set of tendons are fished through the duct and the
concrete is poured. Once the concrete has hardened, the tendons are tensioned by
hydraulic jacks that react against the concrete member itself. When the tendons have
stretched sufficiently, according to the design specifications (see Hooke's law), they are
wedged in position and maintain tension after the jacks are removed, transferring pressure
to the concrete. The duct is then grouted to protect the tendons from corrosion. This
method is commonly used to create monolithic slabs for house construction in locationswhere expansive soils (such as adobe clay) create problems for the typical perimeter
foundation. All stresses from seasonal expansion and contraction of the underlying soil
are taken into the entire tensioned slab, which supports the building without significant
flexure. Post-stressing is also used in the construction of various bridges, both after
concrete is cured after support by false work and by the assembly of prefabricated
sections, as in the segmental bridge. The advantages of this system over unbonded post-
tensioning are:
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1. Large reduction in traditional reinforcement requirements as tendons cannot
destress in accidents.
2. Tendons can be easily 'weaved' allowing a more efficient design approach.
3. Higher ultimate strength due to bond generated between the strand and concrete.
4. No long term issues with maintaining the integrity of the anchor/dead end.
UNBONDED POST-TENSIONED CONCRETE
Unbonded post-tensioned concrete differs from bonded post-tensioning by providing each
individual cable permanent freedom of movement relative to the concrete. To achieve
this, each individual tendon is coated with grease (generally lithium based) and covered
by a plastic sheathing formed in an extrusion process. The transfer of tension to the
concrete is achieved by the steel cable acting against steel anchors embedded in the
perimeter of the slab. The main disadvantage over bonded post-tensioning is the fact that
a cable can destress itself and burst out of the slab if damaged (such as during repair on
the slab). The advantages of this system over bonded post-tensioning are:
1. The ability to individually adjust cables based on poor field conditions (For
example: shifting a group of 4 cables around an opening by placing 2 to either
side).
2. The procedure of post-stress grouting is eliminated.
3. The ability to de-stress the tendons before attempting repair work
BENEFITS OF POST-TENSIONING
The tensile strength of concrete is only about 10% of its compressive strength. As a
result, plain concrete members are likely to crack when loaded. In order to resist tensile
stresses which plain concrete cannot resist, it can be reinforced with steel reinforcing
bars. Reinforcing is selected assuming that the tensile zone of the concrete carries no load
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and that tensile stresses are resisted only by tensile forces in the reinforcing bars. The
resulting reinforced concrete member may crack, but it can effectively carry the design
loads (Figure 1.1).
Figure 1.1 - Reinforced concrete beam
under load
Although cracks occur in reinforced concrete, the cracks are normally very small
and uniformly distributed. However, cracks in reinforced concrete can reduce long-term
durability. Introducing a means of precompressing the tensile zones of concrete members
to offset anticipated tensile stresses reduces or eliminates cracking to produce more
durable concrete bridges.
To fully appreciate the benefits of post-tensioning, it is helpful to know a little bit about
concrete. Concrete is very strong in compression but weak in tension, i.e. it will crack
when forces act to pull it apart. In conventional concrete construction, if a load such as
the cars in a parking garage is applied to a slab or beam, the beam will tend to deflect or
sag. This deflection will cause the bottom of the beam to elongate slightly. Even a slight
elongation is usually enough to cause cracking. Steel reinforcing bars (“rebar”) are
typically embedded in the concrete as tensile reinforcement to limit the crack widths.
Rebar is what is called “passive” reinforcement however; it does not carry any force until
the concrete has already deflected enough to crack. Post-tensioning tendons, on the other
hand, are considered “active” reinforcing. Because it is prestressed, the steel is effective
as reinforcement even though the concrete may not be cracked. Post-tensioned structures
can be designed to have minimal deflection and cracking, even under full load.
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There are post-tensioning applications in almost all facets of construction. In building
construction, post-tensioning allows longer clear spans, thinner slabs, fewer beams and
more slender, dramatic elements. Thinner slabs mean less concrete is required. In
addition, it means a lower overall building height for the same floor-to-floor height. Post
tensioning can thus allow a significant reduction in building weight versus a conventional
concrete building with the same number of floors. This reduces the foundation load and
can be a major advantage in seismic areas. A lower building height can also translate to
considerable savings in mechanical systems and façade costs. Another advantage of post-
tensioning is that beams and slabs can be continuous, i.e. a single beam can run
continuously from one end of the building to the other. Structurally, this is much more
efficient than having a beam that just goes from one column to the next. Post-tensioning
is the system of choice for parking structures since it allows a high degree of flexibility in
the column layout, span lengths and ramp configurations. Post-tensioned.
Parking garages can be either stand-alone structures or one or more floors in an office or
residential building. In areas where there are expansive clays or soils with low bearing
capacity, post-tensioned slabs-on-ground and mat foundations reduce problems with
cracking and differential settlement. Post-tensioning allows bridges to be built to very
demanding geometry equipments, including complex curves, variable superelevation and
significant grade changes.
Post-tensioning also allows extremely long span bridges to be constructed without the use
of temporary intermediate supports. This minimizes the impact on the environment.
ENSURING QUALITY CONSTRUCTION
The amount of post-tensioning strand sold has almost doubled in the last ten years and the
post- tensioning industry is continuing to grow rapidly. To ensure quality construction,
the Post- Tensioning Institute (PTI) has implemented both a Plant Certification Program
and a Field Personnel Certification Training Course. By specifying that the plant and the
installers be PTI certified, engineers can ensure the level of quality that the owner will
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expect. PTI also publishes technical documents and reference manuals covering various
aspects of post-tensioned design and construction.
POST TENSIONING OPERATION
Compressive forces are induced in a concrete structure by tensioning steel tendons of
strands or bars placed in ducts embedded in the concrete. The tendons are installed after
the concrete has been placed and sufficiently cured to a prescribed initial compressive
strength. A hydraulic jack is attached to one or both ends of the tendon and pressurized to
a predetermined value while bearing against the end of the concrete beam. This induces a
predetermined force in the tendon and the tendon elongates elastically under this force.
After jacking to the full, required force, the force in the tendon is transferred from the
jack to the end anchorage.
Tendons made up of strands are secured by steel wedges that grip each strand and seat
firmly in a wedge plate. The wedge plate itself carries all the strands and bears on a steel
anchorage. The anchorage may be a simple steel bearing plate or may be a special casting
with two or three concentric bearing surfaces that transfer the tendon force to the
concrete. Bar tendons are usually threaded and anchor by means of spherical nuts that
bear against a square or rectangular bearing plate cast into the concrete. For an
explanation of post-tensioning terminology and acronyms, see Appendix A.
After stressing, protruding strands or bars of permanent tendons are cut off using an
abrasive disc saw. Flame cutting should not be used as it negatively affects the
characteristics of the prestressing steel. Approximately 20mm (¾ in) of strand is left to
protrude from wedges or a certain minimum bar length is left beyond the nut of a bar
anchor. Tendons are then grouted using a cementitious based grout. This grout is pumped
through a grout inlet into the duct by means of a grout pump. Grouting is done carefully
under controlled conditions using grout outlets to ensure that the duct anchorage and
grout caps are completely filled. For final protection, after grouting, an anchorage may be
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covered by a cap of high quality grout contained in a permanent non-metallic and/or
concrete pour-back with a durable seal-coat.
CRITICAL ELEMENTS
There are several critical elements in a post-tensioning system. In unbonded construction,
the lactic sheathing acts as a bond breaker between the concrete and the pre-stressing
strands. It also provides protection against damage by mechanical handling and serves as
a barrier that prevents moisture and chemicals from reaching the strand. The strandcoating material reduces friction between the strand and the sheathing and provides
additional corrosion protection. Anchorages are another critical element, particularly in
unbounded systems. After the concrete has cured and obtained the necessary strength, the
wedges are inserted inside the anchor casting and the strand is stressed. When the jack
releases the strand, the strand retracts slightly and pulls the wedges into the anchor. This
creates a tight lock on the strand. The wedges thus maintain the applied force in the
tendon and transfer it to the surrounding concrete. In corrosive environments, the
anchorages and exposed strand tails are usually covered with a housing and cap for added
protection.
POST-TENSIONING SYSTEMS
Many proprietary post-tensioning systems are available. Several suppliers producesystems for tendons made of wires, strands or bars. The most common systems found in
bridge construction are multiple strand systems for permanent post-tensioning tendons
and bar systems for both temporary and permanent situations. Refer to manufacturers' and
suppliers' literature for details of available systems.
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pical Post-Tensioning Anchorage Hardware for Strand Tendons
Typical Post-Tensioning Bar System Hardware.
(Courtesy of Dywidag Systems International)
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Typical Post-Tensioning Bar System Hardware.
(Courtesy of Williams Form Engineering Corporation)
STRANDS AND BARS
Strand
Strand for post-tensioning is made of high tensile strength steel wire. A strand is
comprised of 7 individual wires, with six wires helically wound to a long pitch around a
center wire. All strand should be Grade 1860 MPa (270 ksi) low relaxation, seven-wire
strand conforming to the requirements of ASTM A 416 "Standard Specification for Steel
Strand, Uncoated Seven Wire Strand for Prestressed Concrete". ASTM A 416 provides
minimum requirements for mechanical properties (yield, breaking strength, elongation)
and maximum allowable dimensional tolerances. Strand from different sources may meet
ASTM A 416 but is not necessarily identical in all respects.
Strand is mostly available in two nominal sizes, 13mm (0.5in) and 15mm (0.6in)
diameter, with nominal cross sectional areas of 99mm2
and 140mm2
(0.153 and 0.217
square inches), respectively. The majority of post-tensioning hardware and stressing
equipment is based on these sizes. Strand size tolerances may result in strands being
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manufactured consistently smaller than or larger than nominal values. Recognizing this,
industry ("Acceptance Standards for Post-Tensioning Systems", Post-Tensioning
Institute, 1998 refers to the "Minimum Ultimate Tensile Strength" (MUTS) which is the
minimum specified breaking force for a strand. Strand size tolerance may also affect
strand-wedge action leading to possible wedge slip if the wedges and strands are at
opposite ends of the size tolerance range.
Strand conforming to ASTM A 416 is relatively resistant to stress corrosion and hydrogen
embrittlement, due to the cold drawing process. However, since susceptibility to
corrosion increases with increasing tensile strength, caution is necessary if strand is
exposed to corrosive conditions such as marine environments and solutions containing
chloride or sulfate, phosphate, nitrate ions or similar. Consequently, ASTM A 416
requires proper protection of strand throughout manufacture, shipping and handling.
Protection during the project, before and after installation, should be specified in project
specifications, details, drawings and documents.
In recent years, various innovations have been developed in order to provide additional
corrosion protection. Some of these measures include:
• Plastic coated strand for unbonded tendons has been widely used in
buildings, but not generally in bridges in the United States. However, greased
and sheathed mono-strands are now available for cable-stays or external
tendon applications for new structures and the repair of old ones.
• Epoxy coated strand meeting the same requirements as ASTM A 416 is
available and should also conform to ASTM A 882 "Standard Specification
for Epoxy-Coated Seven Wire Strand". Epoxy coated strand is available as
an outer coating only, or as a coating that also fully fills the interstices
between wires. The latter is preferred for post-tensioning or cable stay
applications. Special wedges are required that bite through the thickness of
the coating and engage the strand; power seating of the wedges is usually
required.
• Strand made from fiber material (such as carbon or aramid fibers) has limited
application as post-tensioning to date. These composite materials offer
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advantages for enhanced corrosion resistance, but lack the benefit of a high
modulus of elasticity that is routinely provided by steel and which is crucial
to good load-deflection behavior of a prestressed structure without excessive
cracking under service loads.
• Few manufacturers supply galvanized strand. Heating during galvanizing
reduces the tensile strength to about 1660MPa (240 ksi). This strand is not
used in bridges.
Tendons in prestressed concrete structures do not experience stress cycling significant
enough to induce fatigue problems. Fatigue is a concern only in certain applications such
as cable-stays in cable-stayed bridges where traffic loads significantly affect stresses.
Bars
Bars should be Grade 1035 MPa (150 ksi), high strength, thread bar meeting the
requirements of ASTM A 722, "Standard Specification for Uncoated High-Strength Steel
Bar for Prestressing Concrete", Type II bar. Coarse thread bars are used for most
permanent and temporary applications. Fine thread bars are available if necessary for
special applications. It is good practice to limit the stress level and number of re-uses for
temporary applications, according to recommendations of the Manufacturer. In the
absence of such information, it is suggested that for new bars, the stress should not
exceed 50% MUTS and the number of re-uses be less than ten for applications such as
temporary stressing or lifting.
Post-tensioning bars are available in various sizes from 16mm (5/8in) to over 50mm (2in)
diameter. However, for convenience in handling, installation, and removal and re-use innormal applications for post-tensioned bridges, 32mm (1-1/4in) or 35mm (1-3/8in)
diameter bars are typically used.
Bars are not as easily damaged by corrosion as strands because of their lower strength,
large diameter and smaller ratio of exposed surface to cross section area. Hot rolled bars
also acquire a natural surface oxidation from the rolling process that enhances their
protection. Nevertheless, bars need to be protected during extended periods of exposure
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especially in aggressive environments. Hot-dip galvanizing and epoxy coating are
available for corrosion protection if necessary.
OTHER POST-TENSIONING SYSTEM HARDWARES
Anchorages
1) Basic Bearing Plates
A basic bearing plate is a flat plate bearing directly against concrete. Covered by this
definition are square, rectangular, or round plates, sheared or torch cut from readily
available steel plate, normally ASTM A 36. Basic bearing plates are used in conjunction
with galvanized sheet metal or plastic trumpets to transition from the strand spacing in the
wedge plate to the duct (Figure a).
figure a - Basic Anchor Plate
For acceptance, a basic bearing plate should comply with the requirements of AASHTO
LRFD Construction Specifications.
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2) Special Bearing Plates or Anchorage Devices
A special bearing plate or anchorage device is any anchorage hardware that transfers
tendon force into the concrete but does not meet normal analytical design requirements
for basic bearing plates. Covered by this definition are devices having single or multiple
plane bearing surfaces, and devices combining bearing and wedge plate in once piece.
These anchorages typically require confinement reinforcement and should be accepted on
the basis of physical tests (Figure b).
Figure b - Multi-plane Anchor
Use of a special bearing plate or anchorage device is acceptable if it complies with the
testing requirements of AASHTO LRFD Construction Specification.
3) Wedge Plates
Wedge plates are part of the anchorage system and should comply with AASHTO LRFD,
Section II - for special anchorage devices. In the absence of any other specific contract
requirements, in general, three successful qualification tests on wedge plates should meet
the requirements of Section 4.1 "Wedge Plate Test Requirements" of "Acceptance
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Standards for Post-Tensioning Systems", PTI, 1998. These tests require that after loading
to 95% MUTS and release, the deformation of the plates should not exceed 1/600 of the
clear span and that the wedge plate sustain at least 120% MUTS without failure.
4) Wedges and Strand-Wedge Connection
Wedge performance is critical to the proper anchoring of strands. Different wedges have
been developed for particular systems and applications such that there is no single
standard wedge. However, all are similar. The length is at least 2.5 times the strand
diameter, with a 5 to 7 degree wedge angle and serrated teeth for gripping the strand.
They are of case-hardened low carbon or alloy steel. A wedge assembly typically has 2 or3 part wedges with a spring wire retainer clip in a groove around the thick end.
Wedges are case hardened with a ductile core, in order to bite into the strand and conform
to the irregularity between the strand and wedge hole. In so doing, the surface may crack.
This is normally acceptable and does not affect performance so long as wedges do not
break completely into separate pieces. Often, it is only the portion outside the retainer
ring that cracks.
Performance requirements should be in accordance with Section, of "Acceptance
Standards for Post-Tensioning Systems", PTI, 1998 which imposes quality control
sampling and testing on manufactured lots of 3,000 wedges in order to certify
compliance.
For acceptance of a post-tensioning system, the strand-wedge connection is part of the
anchorage system and should comply with AASHTO LRFD, Bridge Construction
Specifications article. In the absence of any other specific contract requirements, for
guidance, strand-wedge connections should conform to Sections of "Acceptance
Standards for Post-Tensioning Systems", PTI, 1998. These tests require that for each
strand, wedge and wedge hole, thirty consecutive static tests and four consecutive
dynamic tests, for which half are on lubricated holes and half on non-lubricated holes be
conducted. Static tests are required to sustain 95% of AUTS at a strand elongation of 2%.
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Dynamic tests comprise 500,000 cycles from 60% to 66% of AUTS followed by 50
cycles between 40% and 80% AUTS without failure.
5) PT Bars, Anchor Nuts and Couplers
For acceptance of a post-tensioning bar system, the bar nut and plate is part of the
anchorage system and should comply with AASHTO LRFD, Bridge Construction
Specifications. In the absence of any other specific contract requirements, for guidance,
for permanent applications, three successful tests on each size, type and grade of bar nut
connection and bar coupler connection are required for acceptance in accordance with
Sections 4.2,and 6.1.7 of "Acceptance Standards for Post-Tensioning Systems", PTI,1998".
This test requires that nuts carry the greater of 100% of bar MUTS or 95% AUTS,
couplers carry the same with a central 1 inch of the coupler not engaged, and nuts permit
5° misalignment between the bar and bearing plate. Unbonded bar tendons should
withstand 500,000 cycles from 60% to 66% MUTS and thereafter 50 cycles from 40% to
80% MUTS.
PT-Bar Anchor Plate
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6) Grout Inlets, Outlets, Valves and Plugs
Grout inlets, outlets, valves and plugs should be made of polypropylene or polyethylene
meeting the requirements for plastic, corrugated ducts. Permanent threaded plugs shouldbe made of stainless steel or any non-metallic material containing antioxidant stabilizers
and having an
Environmental stress cracking of 192 hours as determined by ASTM D 1693, Condition
C. Temporary items not included in the permanent features of the finished structure may
be of any other suitable material.
Attachments for grout inlets and outlets (also referred to as "vents"), including seals
between grout caps and anchors, should be capable of withstanding at least 1MPa (145
psi) internal pressure.
Tubes for inlets and outlets for strand tendons should have a minimum inside diameter of
20mm (3/4 in). For bar tendons and for tendons comprising up to 4 strands, tubes should
be at least 10mm (3/8 in) internal diameter. Inlets and outlets should be closed with
suitable valves or plugs. For grouting of long vertical tendons, dual mechanical shut-off
valves are usually necessary to facilitate intermediate stages of grouting and venting.
Inlets and outlets should be arranged and attached to ducts, anchorages and grout caps in
a manner that allows all air and water to escape in order to ensure that the system is
completely filled with grout.
7) Permanent Grout Caps
Permanent grout caps are recommended to provide an additional level of corrosion
protection at an anchorage. Project specific documents should specify when caps are
required.
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Permanent (Plastic) Grout Cap to Anchor
Permanent grout caps should be made from a fiber reinforced plastic containing an anti-
oxidant additive to ensure an enduring, maintenance-free, life of 75 years with an
environmental stress cracking endurance of 192 hours per ASTM D 1693. Caps should be
sealed against the anchor bearing plate and have a grout vent on the top of the cap. Caps
should be secured to the anchor plate using 316 stainless steel bolts. Caps should be rated
for a minimum pressure of 1MPa (145 psi).
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3.4 GROUTING
PURPOSE
Cement grout is chemically basic and provides a passive environment around the post-
tensioning bars or strands. In addition, grout serves to bond internal tendons to the
structure. In the free lengths of external tendons the principal role of the grout is to
provide an alkaline environment inside the polyethylene duct. Nevertheless, complete
filling of the duct with grout is essential for proper protection.
CEMENT AND OTHER POZONAS FOR GROUTING
The primary constituent of grout is ordinary Portland cement (Type I or II). Other
cementitious material may be added to enhance certain qualities of the final product. For
example, fly ash improves corrosion resistance in aggressive environments. The addition
of dry silica fume (micro-silica) also improves resistance to chloride penetration because
the particles help fill the interstices between hydrated cementitious grains thus reducing
the permeability.
The water-cementitious material ratio should be limited to a maximum of 0.45 to avoid
excessive water retention and bleed and to optimize the hydration process. Any
temptation to add water to improve fluidity on-site must be resisted at all times. Fluidity
may be enhanced by adding a high range water-reducer, and HRWR.
PRE- BAGGED GROUTS
Grouts made of cementitious materials, water and admixtures batched on site do not
always have uniform properties. This arises from variations in materials, day to day
mixing differences, crew changes, weather conditions and so forth. Grouts made of only
cement and water often exhibit segregation and voids due to excessive bleed water. In an
endeavor to eliminate problems related to grout variations and voids, several State DOT’s
have obtained greater quality control by requiring "pre-bagged" grouts. In a pre-bagged
grout, all the constituent (cementitious) materials have been thoroughly mixed and
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blended at the factory in the dry condition. This ensures proper blending and requires
only that a measured amount of water be added for mixing on site.
A manufacturer of a pre-bagged grout may already have had the material pre-qualified by
a State DOT or other agency. In this case, it is appropriate to accept it on the basis of a
written certification; providing that the manufacturer has on-going quality control tests
that can be confirmed by submitting test reports to the Engineer. The certification should
show the mixed grout will meet the pre-qualified standard. On site, daily grout production
must be monitored by various field tests in order to maintain quality control and
performance.
Thixotropic vs. Non-Thixotropic Grout
A thixotropic grout is one that begins to gel and stiffen in a relatively short time while at
rest after mixing, yet when mechanically agitated, returns to a fluid state with much lower
viscosity. Most grouts made with cementitious materials, admixtures and water are non-
thixotropic. Thixotropy may be exhibited by some, but not necessarily all, pre-bagged
grouts.
A critical feature of a grout is that it should remain pump-able for the anticipated time to
fully inject the tendon. This may be significant for long tendons or where a group of
several tendons is to be injected in one continuous operation. Some thixotropic grouts can
have very low viscosity after agitation, becoming easy to pump.
ADMIXTURES
Like concrete, admixtures may be used to improve workability and reduce the water
required, reduce bleed, improve pumping properties or entrain air. Care must be exercised
to use the correct quantities in the proper way according to manufacturer's instructions
and to remain within the mix properties established by qualifying laboratory tests.
Calcium nitrite may help improve corrosion resistance in some situations by bonding to
the steel to form a passive layer and prevent attack by chloride ions.
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High range water reducer (HRWR) improves short term fluidity. However, a grout with
HRWR may lose fluidity later when being injected through hoses and ducts. Unlike a
concrete mix, it is not possible to re-dose a grout especially when it is in the, pump, hoses
and ducts. Also, HRWR tends to cause bleed in grouts. On-site grout mixing with HRWR
is not recommended.
Other admixtures include:
Shrinkage compensating agents
Anti-bleed admixtures
Pumping aids
Air-entraining agents
The addition of these should be strictly in accordance with manufacturer's
recommendations. Furthermore, the mix should be qualified by appropriate laboratory
testing. On site, daily grout production must be monitored by various field tests in order
to maintain quality control and performance.
LABORATORY TESTS
Acceptance of a grout is usually based upon the results of laboratory tests. Laboratory
tests on trial batches of the proposed grout using the same materials and equipment to be
used on site are used to qualify a grout. Trial grout should be prepared by personnel
experienced in preparing and testing grout mixes. This should be done at an approved
material testing laboratory. All tests should be performed at temperature and humidity
conditions expected on site. Trials should precede construction by at least eight weeks in
order to allow time for testing and resolution of any concerns.
Setting Time
Grout set time is tested in accordance with ASTM C 953 "Standard Test Method for
Setting Time of Grouts." The setting time should be more than 3 but less than 12 hours.
The tested setting time does not relate to the placement or working life of the mix.
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Grout Strength
Grout cube specimens, 50mm (2 in), are prepared and tested according to ASTM C 942
"Standard Test Method for Compressive Strength of Grouts". The strength should be
21MPa (3000 psi) at seven days and 35MPa (5,000 psi) at 28 days.
Permeability
Grout permeability should be tested in accordance with ASTM C1202 "Test Method for
Electrical Indication of Concrete's Ability to Resist Chloride Ion Penetration". A value
less than 2500 Coulombs after 6 hours is generally acceptable when subjected to apotential of 30 volts.
Volume Change
Volume change should be tested in accordance with ASTM C1090 "Standard Test
Method for Measuring Changes in Height of Cylindrical Specimen from Hydraulic
Cement Grout". A value of 0.0% to less than 0.1% at 24 hours and no more than +0.2% at
28 days is acceptable.
Pumpability and Fluidity (Flow Cone)
For non-thixotropic grouts, when tested according to ASTM C939 "Standard Test Method
for Flow of Grout" the efflux time should be between 11 and 30 seconds immediately
after mixing (Figure 2.1). After allowing the grout to stand for 30 minutes without further
agitation, the efflux time should be less than 30 seconds. The initial lower limit of 11
seconds is intended to indicate that the mix contains the necessary amount of
cementitious material. The upper limits are intended to indicate satisfactory fluidity for
pumping.
For thixotropic grouts, the flow cone is filled to the top, i.e. above the standard level, and
the time to fill a one-liter container is measured. The efflux time should be between 5 and
30 seconds immediately after mixing. After allowing the grout to stand for 30 minutes
without agitation and then remixing for 30 seconds, the efflux time should be less than 30
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seconds. It is recommended that some of the laboratory qualification tests be run at the
ends of this spectrum. There are some commercial pre-bagged, thixotropic grouts that
meet all other requirements yet show very low viscosity (high fluidity) after agitation,
resulting in the 5 second lower limit (ref. recent 2003, revision to PTI "Specification for
Grouting of Post-Tensioned Structures").
Simulated Field High Temperature Fluidity Test
This is not a standard test. However, it was developed by the Florida Department of
Transportation to ensure that a mix remains sufficiently workable for pumping under
simulated site conditions after re-circulating for a one hour period. The following
procedure, taken from FDOT Standard Specification, Section 938, may be used for
guidance:
a. Perform the test in a temperature conditioned laboratory. Condition the room,
grout, water, duct, pump, mixer and all other equipment to be used to a
temperature of 32.5 °C (90°F) for a minimum of 12 hours prior to the test.
b. Use 122M (400 ft, 3M (10 ft) of duct (tube) for the test. Use a duct with an
inside diameter of 25mm (1 inch).
c. Mix the grout to the specified water content. Pump the grout through the duct
until the grout discharges from the outlet end of the duct and is returned to
the pump.
d. Start the one hour test period after the duct is completely filled with grout.
Record the time to circulate the grout through the duct. Constantly pump and
re-circulate the grout into the commercial grout mixer storage tank.
e. Pump and re-circulate the grout for a minimum of one hour.
f. Record at 15 minute intervals throughout the test period, the pumping
pressure at the inlet, grout temperature, and fluidity at the discharge outlet.
The result is satisfactory if the flow-cone efflux time (standard or modified ASTM C 939)
after one hour of recirculation is not greater than 30 seconds.
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Bleed
The "Wick Induced Bleed Test" involves
completely immersing a 0.5M (20 in)length of strand in a cylinder of carefully
prepared grout and following a modified
version of ASTM C940 to record the
bleed water above the grout. A bleed of
0.0% after 3 hours at normal room
temperature (70° F) is acceptable
The "Schupack Pressure Bleed
Test" uses a Gelman Filter to
retain grout particles and
records the bleed water expelled
under air pressure applied up to
0.34MPa (50 psi) .
Wick Induced Bleed Test
Bleed Under Pressure Test (Gelman Filtration Funnel)
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3.5 CONSTRUCTION EQUIPMENTS
1) BACKHOE
A backhoe, also called a rear actor or back actor, is a piece of excavating equipment
consisting of a digging bucket on the end of a two-part articulated arm. They are typically
mounted on the back of a tractor or front loader. The section of the arm closest to the
vehicle is known as the boom, and the section which carries the bucket is known as the
dipper or dipper stick. The boom is attached to the vehicle through a pivot known as the
kingpost, which allows the arm to slew left and right, usually through a total of around
200 degrees. Modern backhoes are powered by hydraulics.
A backhoe loader is a tractor-like vehicle with an arm and bucket mounted on the back
and a front loader mounted on the front. A dedicated hoe on its own chassis is more
properly referred to as an excavator.
Backhoes are general purpose tools, and are being displaced to some extent by multiple
specialist tools like the excavator and the specialty Front End Loader, especially with the
rise of the mini-excavator. On many jobsites which would have previously seen a
backhoe used, a skid steer (colloquially often called a Bobcat after the most well known
manufacturer and inventor of the category) and a mini excavator will be used in
conjunction to fill the backhoes role. Backhoes still are in general use, however
2) POWER SHOVEL
A Power shovel (also called a Stripping or Front Shovel in some markets) is a bucketequipped machine, usually electrically powered, used for digging and loading earth or
fragmented rock, and mineral extraction
- Design
Shovels normally consist of a revolving deck with a power plant, driving and controlling
mechanisms, usually a counterweight, and a front attachment, such as a boom or crane
which supports a handle with a digger at the end. The machinery is mounted on a base
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platform with tracks or wheels. The bucket is also known as the dipper. Modern bucket
capacities range from 8 m3
to nearly 80 m3
- Use Power shovels are used principally for excavation and removal of overburden in open-cut
mining operations, though it may include loading of minerals, such as coal. They are the
modern equivalent of steam shovels, and operate in a similar fashion.
A shovel's work cycle, or digging cycle, consists of four phases:
• digging
• swinging
• dumping
• returning
The digging phase consists of crowding the dipper into the bank, hoisting the dipper to
fill it, and then retracting the full dipper from the bank. The swinging phase occurs once
the dipper is clear of the bank both vertically and horizontally. The operator controls thedipper through a planned swing path and dump height until it is suitably positioned over
the haul unit (e.g. truck). Dumping involves opening the dipper door to dump the load,
while maintaining the correct dump height. Returning is when the dipper swings back to
the bank, and involves lowering the dipper into the tuck position to close the dipper door.
3) HYDRAULIC JACKS
Post-tensioning (P-T) is an increasingly popular construction method, but the concrete
contractor will have to invest in equipment to build structures using this technique. The
most important new equipment is a stressing jack.
Mono-strand jacks are most commonly used for unbounded systems when beams and
slabs are constructed for buildings, parking structures, and slabs on grade. This type of
jack has twin rams, a gripper block that grabs the strand, and a nosepiece that fits into the
sheathing. The jack, powered by a hydraulic pump, pulls the strand outward from the
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concrete and puts the concrete into compression. An option that increases stressing
accuracy is power seating, which uses a mini-cylinder that seats a wedge in the anchor
before the jack releases, preventing the loss of a fraction of an inch of elongation that
otherwise would occur. With this system, a sequencing power-seating valve is required on
the pump.
Multi-strand jacks are used for bonded systems, which are commonly used for buildings
with heavy-load-bearing elevated floors, or for bridges. These jacks are also used in
prestressing applications and are equipped with cylinders into which the strand is
threaded. This is much more difficult than threading the strand into the gripper block of a
mono-strand jack, which has a nosepiece with an open-face design. In multi-strand
applications, the strands are too far apart to fit the jack over the strands.
Both types of jacks are either single- or double-acting. Double-acting jacks retract toward
the structure as well as pull strand away from it.
Here are some of the available P-T jacks and related equipment that are used for this
construction method. For more information, contact the manufacturer directly or circle
the corresponding number on the reader service card.
Lightweight double-acting jack
This jacks from a single piece of hardened steel and offers durable, lightweight, and
compact units. This weighs only 38 pounds, has a 20-ton capacity, and stresses 0.5-inch
strand. This weighs 52 pounds, has a 30-ton capacity, and stresses 0.6-inch strand. These
double-acting jacks use power wedge setters to seat the wedges into the anchor before
retracting. Both 6- and 12-inch nose assemblies are available, as are custom-sized
assemblies. Precision Post Tension
4) TOWER CRANE
The tower crane is a modern form of balance crane. Fixed to the ground (or "jacked up"
and supported by the structure as the structure is being built), tower cranes often give the
best combination of height and lifting capacity and are used in the construction of tall
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buildings. To save space and to provide stability the vertical part of the crane is often
mounted on large beams braced onto the completed structure, being lifted from one floor
to the next as the structure grows. The jib (colloquially, the 'boom') and counter-jib are
mounted to the turntable, where the slewing bearing and slewing machinery are located.
The counter-jib carries a counterweight of concrete blocks, and the Jib suspends the load
from the trolley. The Hoist motor and transmissions are located on the mechanical deck
on the counter-jib, while the trolley motor is located on the jib. The crane operator either
sits in a cabin at the top of the tower or (rarely seen) controls the crane by radio remote
control from the ground. In the first case the operator's cabin is most usually located at the
top of the tower attached to the turntable, but can be mounted on the jib, or partway down
the tower. The lifting hook is operated by using electric motors to manipulate wire rope
cables through a system of sheaves.
Mobile Tower Crane
In order to hook and unhook the loads, the operator works in conjunction with a
signaler (known as a 'rigger'). They are most often in radio contact, and always use hand
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signals. The rigger directs the schedule of lifts for the crane, and is responsible for the
safety of the rigging and loads.
A tower crane is usually assembled by a telescopic jib (mobile) crane of greater reach,
and in the case of tower cranes that have risen while constructing very tall skyscrapers, a
smaller crane (or derrick) will be lifted to the roof of the completed tower to dismantle the
tower crane afterwards. A self-assembling tower crane lifts itself off the ground using
jacks, allowing the next section of the tower to be inserted at ground level.. The exact
percentage remains an open.
5) CONCRETE PUMP
A concrete pump is a tool for transferring liquid concrete by pumping. There are two
main classifications of concrete pumps.
The first type of concrete pump is attached to a truck. It is known as a truck -mounted
boom pump because it uses a remote-controlled articulating robotic arm (called a boom)
to place concrete with pinpoint accuracy. Boom pumps are used on most of the larger
construction projects as they are capable of pumping at very high volumes and because of
the labor saving nature of the robotic arm.
The second main type of concrete pump is mounted on a trailer, and it is commonly
referred to as a trailer pump or line pump. This pump requires steel or rubber concrete
placing hoses to be manually attached to the outlet of the machine. Those hoses are linked
together and lead to wherever the concrete needs to be placed. Trailer pumps normally
pump concrete at lower volumes than boom pumps and are used for smaller volume
concrete placing applications such as swimming pools, sidewalks, and single family home
concrete slabs.
There are also skid-mounted and rail mounted concrete pumps, but these are uncommon
and only used on specialized jobsites such as mines and tunnels.
The pump consists of a main cone into which concrete is filled through an opening at the
top, which is manually closed with a self-sealing lid. Regulated by a control valve,
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compressed air is fed into the cone through two specially placed nozzles. The nozzles are
positioned so as to create a vortex whereby the concrete is screwed into the pipeline in a
continuous flowing action.
The compressed air does not enter the pipeline but remains in the cone. This ensures a
minimum of air consumption. Each time the concrete has been displaced to the bottom of
the chamber, the air is exhausted and the lid automatically opens. The pump is then ready
for recharging.
When the pipeline has been filled, each new batch fed into the pump will result in the
discharge of an equivalent amount from the open end of the pipeline in a smooth, yet
rapid flow of concrete (without fear of segregation) when the pump is pressurized.
Cleaning the pump and pipeline at the end of the pour is a simple operation. A sponge is
placed in the outlet of the pump and blown through the pipeline. This clears the line of
all concrete. The pump is then washed out with water and this water is pumped through
the pipeline, cleaning it and discharged to waste.
6) VIBRATOR
Vibrating compactors are used for soil compaction, e.g. in foundations for roads, railways
or buildings.
Concrete vibrators are used to consolidate fresh concrete so that entrapped air and excess
water are released and the concrete settles firmly in place in the formwork. Improper
consolidation of concrete can cause product defects, compromise the concrete strength,
and produce surface blemishes such as bug holes and honeycombing. An internal
concrete vibrator is a steel cylinder about the size of the handle of a baseball bat, with a
hose or electrical cord attached to one end. The vibrator head is immersed in the wet
concrete.
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External concrete vibrators attach, via a bracket or clamp system, to the concrete forms.
There are a wide variety of external concrete vibrators available and some vibrator
manufacturers have bracket or clamp systems designed to fit the major brands of concrete
forms. External concrete vibrators are available in hydraulic, pneumatic or electric power.
Needle Vibrator
- Vibrating tables
Vibrating tables or shake tables are sometimes used to test products to determine
or demonstrate their ability to withstand vibration. Testing of this type is commonly done
in the automotive, aerospace, and defense industries. These machines are capable of
producing three different types of vibration profile: sine sweep, random vibration, and
synthesized shock. In all three of these applications, the part under test will typically beinstrumented with one or more accelerometers to measure how the component responds
to the vibration input.
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3.6 READY – MIX CONCRETE
Ready-mix concrete is a type of concrete that is manufactured in a factory or batching
plant, according to a set recipe, and then delivered to a worksite, by truck mounted transit
mixers. This results in a precise mixture, allowing specialty concrete mixtures to be
developed and implemented on construction sites. The first ready-mix factory was built in
the 1930s, but the industry did not begin to expand significantly until the 1960s, and it has
continued to grow since then.
Ready-mix concrete is sometimes preferred over on-site concrete mixing because of the
precision of the mixture and reduced worksite confusion. However, using a pre-
determined concrete mixture reduces flexibility, both in the supply chain and in the actual
components of the concrete.
Ready Mixed Concrete, or RMC as it is popularly called, refers to concrete that is
specifically manufactured for delivery to the customer's construction site in a freshly
mixed and plastic or unhardened state. Concrete itself is a mixture of Portland cement,
water and aggregates comprising sand and gravel or crushed stone. In traditional work
sites, each of these materials is procured separately and mixed in specified proportions at
site to make concrete. Ready Mixed Concrete is bought and sold by volume - usually
expressed in cubic meters. RMC can be custom-made to suit different applications.
Ready Mixed Concrete is manufactured under computer-controlled operations and
transported and placed at site using sophisticated equipment and methods. RMC assuresits customers numerous benefits.
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RMC Plant Operations at site
ADVANTAGES OF RMC OVER SITE MIX CONCRETE -
• A centralized concrete batching plant can serve a wide area.
• The plants are located in areas zoned for industrial use, and yet the delivery trucks
can service residential districts or inner cities.
• Better quality concrete is produced.
• Elimination of storage space for basic materials at site.
• Elimination of procurement / hiring of plant and machinery
• Wastage of basic materials is avoided.
• Labor associated with production of concrete is eliminated.
• Time required is greatly reduced.
• Noise and dust pollution at site is reduced.
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DISADVANTAGES OF RMC -
• The materials are batched at a central plant, and the mixing begins at that plant, so
the traveling time from the plant to the site is critical over longer distances. Some
sites are just too far away, though this is usually a commercial rather than
technical issue.
• Access roads and site access have to be able to carry the weight of the truck and
load. Concrete is approx. 2.5tonne per cum. Concrete's limited time span between
mixing and going-off means that ready-mix should be placed within 2 hours of
batching at the plant. Concrete is still useable after this point but may not conform
to relevant specifications. Modern additives modify precisely that time span
however, the amount of additive added to the mix is very important.
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3.7 FORMWORK
When concrete is placed, it is in plastic state. It requires to be supported by temporarysupports 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.
- DEFINITION
“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”.
“Formwork is the term given to either temporary or permanent moulds into which
concrete or similar materials are poured”.
REQUIREMENTS OF 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.
A formwork should be easily removable without damage to itself so that it could be
used repeatedly
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CLASSIFICATION OF FORMWORK
Formwork can be classified according to a variety of categories, relating to the differences
in 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:
2) According to size.
3) According to location of use.
4) According to materials of construction.
5) According to nature of operation.
6) According to brand name of the product.
1) 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,
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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.
2) 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.
3) 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
4) Classification according to nature of operation
Formwork can be operated manually or by other power-lifted methods. Some systems are
equipped with a certain degree of mobility to ease the erection and striking processes, or to
allow horizontal moment using rollers, rails or tracks.
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Timber and aluminium forms are the only manually-operable types of formwork. They are
designed 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
designs which require the systems' flexibility. Figures below show the formwork system
allowing the incorporation of pre-cast elements and self climbing form with hydraulic jack
devices respectively.
5) 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 specialised
products, 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 gaining
more 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.
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
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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.
Aluminum 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 aluminum sections welded to an
aluminum sheet. It consists of high strength special aluminum 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.
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MIVAN FORMWORK
MIVAN has been used widely in the construction of residential units and mass housingprojects. 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. It is formwork techniques gaining it important all
over the world because of its advantages.
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OVERVIEW
Mivan is basically an aluminum 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 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.
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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.
FORMWORK ASSEMBLY
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 modulationdrawings. All formwork begins at a corner and proceeds from there.
Wall Assembly Details
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COMPONENTS
1) THE FORMING PANEL : -
(T&W - Identification for Top Wall Panel & Wall Panel.)
This is the basic element of the Mivan system. This panel is used in constructing all the
elements of the building. The size of the panel differs from element to element.
It consists of an aluminium face panel, which comes in direct contact with the concrete.
This panel is welded to an aluminium frame. This frame is made of extruded aluminium
rail section. It has ribs for reinforcing the panel. The panel thus obtained has a very good
stiffness to weight ratio. Thus, the panel is both strong enough to resist the loads exerted
by the wet concrete and light enough to be dissembled and shifted by manual labour. The
deflection of this panel is minimum under the working loads.
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Due to the smooth surface of aluminium, the finish obtained by using these panels is
excellent. The aluminium does not react with the concrete hence there are no
discolorations on the surface of the concrete. The surface so obtained can directly be
painted, as there is no need for plastering or waterproofing.
As the system is pre engineered, the height of the panel especially for residential blocks is
such that a single panel spans the entire wall height. Thus, there is no need for vertical
panels one above the other. These panels are connected to each other by pin wedge
connections and by wall ties.
(T) Top Panel.
The Top panel forms the wall face above a standard height wall panel.
600 T 475 is an example of how the component is identified on Mivan’s modulated shop
drawings. The first prefix number indicates the width of the component i.e. 600mm, with
the final set of numbers providing the height, in this case, 475mm.
(W) Wall Panel.
The Wall panel forms the face of the
wall above the Rocker (RK) having
the first pinhole always commencing
150mm from the bottom. 600 W 2050
are an example of how
the component is identified on Mivan’s
modulated shop drawings. The first prefix number indicates the width of the component
in this example, 600mm, with the final set of numbers stating the panel height in this case
2050mm.
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2) ROCKER:
Rocker is an angle shaped aluminium component. It is attached to the bottom of the allwall panels. The main function of rocker is easy removal of the wall panel during
deshuttering. The rocker action results in the panel pivoting freely at the wall to floor
joint. This eliminates the possibility of damage to the concrete.
This component is used to form the face of the wall at the bottom of a Wall panel and
facilitates striking of the wall panel.50 RK 600 is an example of how the component is
identified on Mivan’s modulated shop drawings. The first prefix numbers indicates thevertical contact dimension of the component in this example 50mm, with the final set of
numbers stating the horizontal contact dimension, in this case, 600mm long.
3) KICKER:
Kicker is a C section made up of aluminium. It
has equally spaced holes on either flanges. Holes
are also present on the web but are widely spaced
compared to the holes on the flanges. Kickers
used for slabs do not have holes on one of the
flange.
The assembling of form work components on the
external surface begins with the placing of the
kicker. The kicker is held in position by bolts. These bolts are cast in to the wall of the
lower floors during concreting. The kicker thus forms the base for raising the entire
formwork on it.
The kickers are connected to each other by means of cover plate having a pin wedge
connection. The connection between forming panels and a cover plates is a simple pin
wedge connection.
Kickers are placed at the bottom as well as at the top. The top kicker has bolt positioned
which, on concreting of the slab get embedded in to the concrete.
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4) PROPS
The prop is erected in such a way that it is directly in touch with the concrete and it is not
below the shuttering as in conventional formwork. The props stay in continues contact
with the concrete even while the wall and floor slab panels are being removed. These
props are not adjustable i.e. they have a fix height: this is possible since the entire system
has been pre designed. The top portion of the prop has a trapezoidal elevation. The entire
prop is made up of aluminum.
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COMPONENTS USED FOR CONNECTIONS
1) PIN AND WEDGES
Pin wedge connection is the simplest of all connections. The pin has a circular head and a
tapering body. The body of the pin has a slot for driving the wedge through it. The wedge
has a trapezoidal elevation. The longer edge has a length more then the length of the slot.
The pin wedge connection is used for connecting almost all the components. Both the pin
and wedge are made-up of aluminium. Some of the members that are connected using pin
wedge are
Kicker and forming panels
Two forming panels
Corner pieces and forming panels
Wall ties and forming panels
End beams and forming panels
2) WALL TIES
The wall panels are kept at a fix distance apart by wall ties, specially fabricated from
height specification steel for various wall thickness. The wall ties are rectangular shaped
thin plates. They have four holes on their surface meant for pin wedge connection. These
holes are two on either sides of the wall tie and a solid central portion. Wall ties are fixed
with the forming panels during their erection. They are placed in position with a plastic
covering on the central portion. The plastic covering is placed so that the wall ties are not
embedded in to the concrete and can be easily removed after concreting. The opening
created by removing the wall ties is then grouted.
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ASSEMBLING THE FORMWORK
In Mivan formwork system the columns, beam and slab is casted together monolithically.
The following is the procedure for assembling the formwork:-
1) After construction of the foundation the building is brought up to the plinth level.
The level of the plinth is checked for level 0-0.
2) Now the reinforcement for the ground floor is tied up. During the construction of
the plinth the, bolts are embedded into the concrete. These bolts now act as
supporting members for kickers.
3) The kickers are connected to one another by means of cover plates with pin wedge
connection. At corners special kickers i.e. horizontal corner pieces are used.
4) Forming panels are erected on the kickers. They are connected to the kicker and
one another by pin wedge connection.
5) The forming panels are first connected row wise i.e. horizontally and then column
wise i.e. vertically.
6) At corners external corners pieces are used.
7) While placing the forming panels wherever there is a door or window opening
bulkheads are placed.
8) Forming panels on the external and internal surfaces are connected to each other
by wall ties. Wall ties help in maintaining the wall spacing and give rigidity to the
formwork. Wall ties are connected to panels by pin and wedge system.
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9) Similarly the kickers are placed for staircase and the risers are then connected to
the forming panels of the soffit. Again inclined kickers similar to ones at base4 of
waist slab are placed on top of the risers. The formwork of the railing on the
kicker up to the slab.
10) Thus the entire wall and staircase formwork is ready.
11) Props and End beams are then placed on the top of the kickers and connected to
the props.
12) The forming panels for the slab are then positioned with the help of the top
kickers and end beams.
13) Reinforcement for the slab is then tied. The formwork is now ready for
construction.
ADVANTAGES OF MIVAN FORMWORK
The Formwork is specifically designed to allow rapid construction on all types of
architectural layouts.
• Total system forms the complete concrete structure
• Custom designed to suit project requirements
• Unsurpassed construction speed
• High quality finish
• Cost effective
• Panels can be re used up to 250 times
• Erected using unskilled labor
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4. INNOVATIVE TECHNIQUES FOR THE FUTURE
- ZERO ENERGY BUILDING CONCEPT
OVERVIEW
Buildings have a significant impact on energy use and the environment. Commercial and
residential buildings use almost 40% of the primary energy and approximately 70% of the
electricity in the United States (EIA 2005). The energy used by the building sector
continues to increase, primarily because new buildings are constructed faster than old
ones are retired. Electricity consumption in the commercial building sector doubled
between 1980 and 2000, and is expected to increase another 50% by 2025 (EIA 2005).
Energy consumption in the commercial building sector will continue to increase until
buildings can be designed to produce enough energy to offset the growing energy demand
of these buildings. Toward this end, the U.S. Department of Energy (DOE) has
established an aggressive goal to create the technology and knowledge base for cost-
effective zero-energy commercial buildings (ZEBs) by 2025.
A zero energy building can be defined in several ways, depending on the boundary and
the metric. Different definitions may be appropriate, depending on the project goals and
the values of the design team and building owner. For example, building owners typically
care about energy costs. Organizations such as DOE are concerned with national energy
numbers, and are typically interested in primary or source energy. A building designer
may be interested in site energy use for energy code requirements. Finally, those who are
concerned about pollution from power plants and the burning of fossil fuels may be
interested in reducing emissions. Four commonly used definitions are: net zero site
energy, net zero source energy, net zero energy costs, and net zero energy emissions.
In concept, a net ZEB is a building with greatly reduced energy needs through efficiency
gains such that the balance of the energy needs can be supplied by renewable
technologies. Despite our use of the phrase “zero energy,” we lack a common
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definition—or a common understanding—of what it means. In this paper, we use a
sample of current generation low-energy buildings to explore the concept of zero
energy—what it means, why a clear and measurable definition is needed, and how we
have progressed toward the ZEB goal.
Using ZEB design goals takes us out of designing low-energy buildings with a percent
energy savings goal and into the realm of a sustainable energy endpoint. The goals that
are set and how those goals are defined are critical to the design process. The definition of
the goal will influence designers who strive to meet it. Because design goals are so
important to achieving high-performance buildings, the way a ZEB goal is defined is
crucial to understanding the combination of applicable efficiency measures and renewable
energy
ABSTRACT
The way the zero energy goal is defined affects the choices designers make to achieve
this goal and whether they can claim success. The ZEB definition can emphasize demand-
side or supply strategies and whether fuel switching and conversion accounting are
appropriate to meet a ZEB goal. Four well-documented definitions—net-zero site energy,
net-zero source energy, net-zero energy costs, and net-zero energy emissions—are
studied; pluses and minuses of each are discussed. These definitions are applied to a set of
low-energy buildings for which extensive energy data are available. This study shows the
design impacts of the definition used for ZEB and the large difference between
definitions. It also looks at sample utility rate structures and their impact on the zero
energy scenarios.
Keeping Solar Energy simple
When somebody says “solar house,” what do you see? Is it acres of glass and tons of
masonry? Most people, builders and designers included, think solar is an all or nothing
proposition. Going all the way involves large areas of south facing windows to capture
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solar heat. The idea is to grab more solar energy than the house needs and save some to
use later. Storage requires thermal mass, which means masonry floors and walls, or huge
containers of water. Properly designed and built, these all-out solar houses work well.
But for those who may not want to go all the way, there’s an option. Sun tempering
provides many of solar heating’s benefits without any special construction requirements
or additional costs. You get bright, airy living spaces, with heating costs 10 to 30 percent
lower than in non-solar designs.
Sun tempering doesn’t require additional thermal storage mass. It simply balances the
amount of heat gain through windows with the amount of thermal mass already present in
the house. That prevents overheating.
Sun tempering is a part of the house design. It won’t change the way the house is built.
Almost any plan can be modified to take advantage of sun tempering.
Grid Connection Is Allowed and Necessary for Energy Balances
A ZEB typically uses traditional energy sources such as the electric and natural gas
utilities when on-site generation does not meet the loads. When the on-site eneration is
greater than the building’s loads, excess electricity is exported to the utility grid. By using
the grid to account for the energy balance, excess production can offset later energy use.
Achieving a ZEB without the grid would be very difficult, as the current generation of
storage technologies is limited. Despite the electric energy independence of off-grid
buildings, they usually rely on outside energy sources such as propane (and other fuels)for cooking, space heating, water heating, and backup generators. Off-grid buildings
cannot feed their excess energy production back onto the grid to offset other energy uses.
As a result, the energy production from renewable resources must be oversized. In many
cases (especially during the summer), excess generated energy cannot be used.
We assume that excess on-site generation can always be sent to the grid. However, in
high market penetration scenarios, the grid may not always need the excess energy. In this
scenario, on-site energy storage would become necessary.
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Prioritize Supply-Side Technologies to Those Available On Site and
within the Footprint
Various supply-side renewable energy technologies are available for ZEBs. Typical
examples of technologies available today include PV, solar hot water, wind,
hydroelectric, and bio-fuels. All these renewable sources are favourable over
conventional energy sources such as coal and natural gas; however, we have developed a
ranking of renewable energy sources in the ZEB context. Table 1 shows this ranking in
order of preferred application. The principles we have applied to develop this ranking are
based on technologies that:
• Minimize overall environmental impact by encouraging energy-efficient building
designs and reducing transportation and conversion losses.
• Will be available over the lifetime of the building.
• Are widely available and have high replication potential for future ZEBs.
A good ZEB definition should first encourage energy efficiency, and then use renewable
energy sources available on site. A building that buys all its energy from a wind farm or
other central location has little incentive to reduce building loads, which is why we refer
to this as an off-site ZEB. Efficiency measures or energy conversion devices such as day-
lighting or combined heat and power devices cannot be considered on-site production in
the ZEB context. Passive solar heating and day-lighting are demand-side technologies and
are considered efficiency measures. Energy efficiency is usually available for the life of
the building; however, efficiency measures must have good persistence and should be
“checked” to make sure they continue to save energy. It is almost always easier to save
energy than to produce energy.
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Wind resources for ZEBs are limited because of structural, noise, and wind pattern
considerations, and are not typically installed on buildings. Some parking lots or adjacent
areas may be used to produce energy from wind, but this resource is site specific and not
widely available. Similar to PV generation in an adjacent parking lot, the wind resource is
not necessarily guaranteed because it could be superseded by future development.
Renewable sources imported to the site, such as wood pellets, ethanol, or biodiesel can be
valuable, but do not count as on-site renewable sources. Bio-fuels such as waste vegetable
oil from waste streams and methane from human and animal wastes can also be valuable
energy sources, but these materials are typically imported for the on-site processes.
The final option for supply-side renewable energy sources includes purchasing “green
credits” or renewable sources such as wind power or utility PV systems that are available
to the electrical grid. These central resources require infrastructure to move the energy to
the building and are not always available. Buildings employing resources 3 and 4 in Table
1 to achieve zero energy are considered off-site ZEBs. For example, a building can
achieve an off-site ZEB for all these definitions by purchasing wind energy. Although
becoming an off-site ZEB can have little to do with design and a lot to do with the
different sources of purchased off-site renewable energy, an off-site ZEB is still in line
with the general concept of a ZEB.
DESIGN AND CONSTRUCTION
The most cost-effective energy reduction in a building usually occurs during the design
process. To achieve efficient energy use, zero energy design departs significantly from
conventional construction practice. Successful zero energy building designers typically
combine time tested passive solar, or natural conditioning, principles that work with the
on site assets. Sunlight and solar heat, prevailing breezes, and the cool of the earth below
a building, can provide day-lighting and stable indoor temperatures with minimum
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mechanical means. Z.E.B.'s are normally optimized to use passive solar heat gain and
shading, combined with thermal mass to stabilize diurnal temperature variations
throughout the day, and in most climates are super insulated All the technologies needed
to create zero energy buildings are available off-the-shelf today.
Zero Energy Buildings are usually built with significant energy-saving features. The
heating and cooling loads are often drastically lowered by using high-efficiency
equipment, added insulation, high-efficiency windows, natural ventilation, and other
techniques. These features can vary drastically between buildings in different climate
zones. Water heating loads can be lowered using water conservation fixtures, heat
recovery units on waste water, and by using solar water heating, and high-efficiency
water heating equipment. In addition, free solar day lighting with skylights or solar tubes
can provide 100% of daytime illumination. Nighttime illumination is typically done with
fluorescent and LED lighting that use 1/3 or less of the power of incandescent lights,
without adding unwanted heat that incandescent lights do. And miscellaneous electric
loads can be lessened by choosing efficient appliances and minimizing phantom loads or
standby power. Other techniques to reach net zero (dependent on climate) are Earth
sheltered building principles, super insulation walls using straw bale construction, andexterior landscaping for seasonal shading.
Zero energy buildings are often designed to make use of energy gained from other
sources including white good; for example, use refrigerator exhaust to heat domestic hot
water, ventilation air and shower drain heat exchangers, office machines and computer
servers, and even body heat from rooms with multiple occupants. These buildings make
use of heat energy that conventional buildings typically exhaust outside. They may use
heat recovery ventilation, hot water heat recycling, combined heat and power, and
absorption chiller units.
Sophisticated 3D computer simulation tools are available to model how a building will
perform with a range of design variables such as building orientation (relative to the daily
and seasonal position of the sun), window and door type and placement, overhang depth,
insulation type and values of the building elements, air tightness (weatherization), the
efficiency of heating, cooling, lighting and other equipment, as well as local climate.
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These simulations help the designers predict how the building will perform before it is
built, and enable them to model the economic and financial implications on building cost
benefit analysis, or even more appropriate - life cycle assessment.
Properly designed and installed skylights fit well into the energy saving plan of a
home by pulling daylight into dim interior spaces. But, at night skylights can become dark
holes in the ceiling. Artificial light can maintain the skylight’s place in the lighting
scheme. You may have seen track lights or recessed fixtures installed in skylight wells.
That idea makes even more sense if you choose an energy efficient light source. By
directing the light up into the skylight well, you create a soft, even light. These drawings
illustrate some basic options for placing high-efficiency light sources into skylight wells.
SITE AND BUILDING ORIENTATION
You have to be able to see the sun during the heating season to take advantage of its heat.
That means finding a site with direct sun even during short winter days. Ideally, that
would include December 21, the shortest day of the year. One wall of the house should
face within 30 degrees either side of true south. (See the last issue for more details on
solar site design.)
GLASS
Sun tempered designs don’t generally have more glass than a normal house, it’s just been
moved to the south side, By shifting living spaces to the south wall, you also move the
windows. As a rule of thumb, south facing glass area should equal between eight and ten
percent of the floor area of the house. That amount of glass should capture enough solar
energy to heat the living spaces during the day. To be effective in capturing heat in
winter, the glass should be vertical. Overhead glass, in sun rooms and skylights, catches
more sun in summer, when you don’t want it. Skylights are perfect for bringing daylight
into areas without exterior walls, but don’t use them for solar heating.
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LIVING SPACE ARRANGEMENT
Most sun tempered designs give maximum exposure to the south facing wall by
stretching to floor plan out along the east-west axis. Prime living areas go on the south
side. Bedrooms, stairs, storage, utility rooms and garages go on the north.
MINI - MASS
Full blown passive solar homes require large amounts of thermal storage mass to
maintain even indoor temperatures. Although it’s not requires, sun tempered homes can
also benefit from extra mass. There are two methods you might consider for adding massin south facing rooms. First, hang two layers of drywall. Second, install clay tile in mud
or on concrete board underlayment. Both techniques add thermal mass without changing
the house design.
INSULATION
High efficiency windows, ample insulation and extra air sealing help keep the solar heat
in the house longer. During days with clear skies or even bright overcast, the heating
systems may not be needed at all.
THE MODERN EVOLUTION OF ZERO ENERGY BUILDINGS
The development of modern zero energy buildings became possible not only through the
progress made in new construction technologies and techniques, but it has also been
significantly improved by academic research on traditional and experimental buildings,
which collected precise performance data for today's advanced computer models, and the
engineering design decision criteria for the many differences between alternative zero
energy design patterns.
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4.1 U.F.O. SOLAR LIGHTENING
ABSTRACT
The Universal Fiber Optics project which is part funded by the EC 'ENERGIE'
programme involves design and construction of a luminaries which allows the integration
of daylight and artificial light. Sunlight is captured through a heliostat and brought into
the building by means of a liquid fiber optic cable. Remote artificial backup light is added
to maintain the flux output of the luminaries at night and when the sun is obstructed by
clouds. The light output at the end of the fiber optic may be described as a cool form of
light as both the infra-red and ultra-violet components of the daylight are considerably
reduced. Hence the system has a high lumen (of light) to Watt (total energy) ratio
resulting in a reduction in the heat load on the AC system. In addition to the prototype
system, design guidelines showing the suitability of locations for a variety of
sunlight/artificial integrating systems and the principles of integration into buildings will
be produced.
INTRODUCTION
The use of sunlight concentrators in buildings is not a new concept. First designs can be
traced back the 1930s. Recent developments in fiber optic (FO) technology have made
possible much longer run-lengths of the optical cable, enabling the implementation of
remote source lighting and day lighting applications.
The principal problem with using sunlight for interior lighting is that the sun doesn'talways shine. Even when it is above the horizon, it might be covered by clouds, rendering
the system useless. Traditionally, a day lighting system would also require the installation
of an artificial lighting system which it could supplement but not replace. The UFO
system incorporates remote artificial light sources. Both, sunlight and artificial light are
brought to the luminaries through optical cables. This removes the heat created by the
lighting system from the air
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Conditioned space, resulting in a reduced heat load, because there is no local light
generation, no electrical cables need to be run to the luminaries saving the cost of the
electrical installation.
PRINCIPLE
The principle of the heliostat system is based on light captured with a Fresnel lens. The
concentrated sun light is coupled into a liquid light guide which transports it to the
luminaries. Liquid FO cables have advantages over light tubes because of their much
smaller diameter (in the range of a few centimetres) and the almost unrestricted run of the
light guide like usual power cables. The Fresnel lens tracks the sun so it is permanently
perpendicular to is. This maximises the effective light gathering area. The so-called
cosine loss inherent in redirecting solar tracking systems is eliminated.
Due to the large portion of infrared radiation in the solar spectrum (nearly half of the
total solar radiation is invisible) and the great concentrating power of the Fresnel lens
much care has to be taken on the energy/power handling with regard to fire protection and
damage thresholds of used components. The most limiting component is the liquid light
guide with an excellent transmission in the visible but a strong absorption in the infrared
which could lead to blurring or visitation of the transparent liquid core.
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COMPONENTS OF THE UFO SYSTEM
1) HELIOSTAT
A Heliostat (from Helios, the Greek word for sun, and stat, as in stationary) is a device
that tracks the movement of the sun. It is typically used to orient a mirror, throughout the
day, to redirect sunlight along a fixed axis towards a stationary target or receiver.
Heliostats are used in solar telescopes, and solar power generation. Heliostats have been
used in surveying in the form of a heliotrope to constantly reflect sunlight in a single
fixed direction, allowing the accurate observation of a known point from a distance.
The simplest heliostat devices use an equatorial mount and a clockwork mechanism to
turn the mirror in synchronisation with the rotation of the Earth. More advanced heliostats
track the sun directly by sensing its position throughout the day. Others are
Controlled by computers.
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TECHNICAL SPECIFICATIONS
The heliostat mirrors are automatically adjusted to their correct positions following
the path of the sun. This is achieved by means of 3-phase motors (3 ph, 100V, 2
Amp) that place the mirrors in the best possible position to match the azimuth and
Elevation angle of the sun. These motors are made from a material that is very accurately
precision-machined, which prevents blockages. All the components and bearings in the
system are lubricant sealed for life.
CONTROL SYSTEM
The control system comprises a microprocessor, interface and electronics
In a control box that is installed in the building. Operation occurs by means of an
Integrated keypad containing 16 characters (0-9, A-F) and an LCD screen with four
Rows and 16 characters. The power consumption is 100VA during use (60
VA in standby state). The control system adjusts the position of the heliostat mirror
500 times a minute. The heliostat mirror is connected to the control system by
Three cables. The maximum length of these cables is 50 metres.
MATERIALS
• 3 mm laminated covering glass
• Reflective coating
• Protective silver coating
• 3 mm carrier glass or crystal glass
Mirror with rear coating and finishing lacquer.
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Heliostat
2) FRESNEL LENS
FRESNEL LENS
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Centuries ago, it was recognized that the contour of the refracting surface of a
conventional lens defines its focusing properties. The bulk of material between the
refracting surfaces has no effect (other than increasing absorption losses) on the optical
properties of the lens. In a Fresnel (point
Focus) lens the bulk of material has been reduced by the extraction of a set of coaxial
annular cylinders of material, as shown in Figure. (Positive focal length Fresnel lenses is
almost universally Plano-convex.)
Fresnel’s original lens was used in a lighthouse on the river Gironde; the main innovation
embodied in Fresnel’s design was that the centre of curvature of each ring receded along
the axis according to its distance from the centre, so as practically to eliminate spherical
aberration...
To capture enough sunlight a lens with a diameter up to 1.0m was necessary. Such
Dimensions are difficult to realize with glass but possible with the transparent synthetic
material PMMA (polymethyl-methacrylate, also known as acryl glass or Perspex).
Transmission losses in the visible range are negligible with small lens thickness of about
a few millimeters, the transmission is only restricted from reflection losses.
3) LIQUID LIGHT GUIDE
The operation of an optical fibber is based on the principle of total internal
Reflection. Light reflects (bounces back) or refracts (alters its direction while
Penetrating a different medium), depending on the angle at which it strikes a
Surface.
The light transport in liquid light guides is based on total inner reflections in the liquid
core made of a transparent fluid. They are more efficient and less expensive than glass
fiber bundles and sealed with glass windows at both ends. Comparable fiber bundles
exhibit a smaller acceptance angle and a smaller overall transmittance which is only about
half that of a liquid light guide. Even at lengths of up to 30m the spectral distribution of
the emitted light is still similar to that of the light source itself and therefore well suited
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for the light transport over longer distance. There is no undesirable redshirt of the
spectrum as observed with fiber
bundles. At such long distances the total transmission is lowered to 50% (70% at 15m)
but still sufficient compared to other systems.
4) IR-FILTER
The theoretical image size of the sun is about 1/100 of the focal length but is never
reached due to aberrations from the lens. This high energy concentration can cause
serious problems with respect to fire hazard and damage thresholds of the light guide. To
overcome this problem much of the invisible IR-portion of the solar irradiation must be
removed. This can be achieved through the use of a water filter or with a 'hot mirror'.
A hot mirror is a specialized dielectric mirror, a diachronic filter, often employed
to protect optical systems by reflecting infrared light back into a light source, while
allowing visible light to pass. Hot mirrors can be designed to be inserted into the optical
system at an incidence angle varying between zero and 45 degrees, and are useful in a
variety of applications where heat build-up can damage components or adversely affect
spectral characteristics of the illumination source. By transmitting visible light
wavelengths while reflecting infrared, hot mirrors can also serve as dichromatic beam
splitters for specialized applications in fluorescence microscopy.
Cold mirrors transmit near-IR and reflect visible light
Hot mirrors reflect near-IR and transmit visible light
Together, they effectively cool high-power illumination systems.
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5) CONTROL UNIT
From the geographic position of the heliostat location (latitude and longitude), date and
time the actual position of the sun's position can be calculated. This data is used to align
the heliostat in the direction to the sun by use of a two-axis motor-driven gimbal
mounting. To enhance the tracking accuracy measurements from extern sun position
sensors are included in a closed loop control system.
6) THE ARTIFICIAL LIGHT OURCE
If a given luminous flux from a hybrid lighting system (sunlight/artificial light) needs to
be delivered, the main difficulty stands in the stability of the luminous output of the
system. Although for clear days the tracking system allows the collection of a rather
stable luminous flux, the passage of clouds may lead to quick and large variation of
luminous flux. Although small fluctuations might be desirable, it is in most applications
necessary to provide a constant flux output. Very few lamps offer the capability to fully
adapt to such variations: fluorescent lamps, halogen lamps and LEDs. Although recent
progress in dimming of lamps has been achieved, this dimming does not cover the entire
range of output (1 to 100%) and may reduce the life of the lamp itself. Due to the ready
availability of fiber optic projectors, metal halide lamp technology was chosen for the
artificial backup lighting. MH lamps have a high luminous efficacy of around 80lm/W.
With their small arc length, they can easily be focused onto a small area such as the
common end of the FO cable. In addition to this, their sun-like spectrum makes them
ideal for mixing with real sunlight. Unfortunately for the UFO project, fully dimmable
MH lamps are not available at this moment in time and are not anticipated to hit the
market in the near future. Two projectors as shown in fig. 4 were used which are switched
rather than dimmed. Without affecting the lamp life, no more than two on/off cycles per
day are recommended. This not only led to a complicated control strategy as explained
below, but also meant that additional T5 fluorescent lamps had to be integrated into the
luminaries. Once better FO light
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sources become available, a system with remote-only light sources can be created. This
can become very simply due to the modularity of the components.
Fibre optics cable
7) FLAT PANEL LUMINARIES
The system was originally anticipated to mix the sunlight and the artificial light in a
separate component, a coupler or mixer. However, the research has shown that the overall
efficiency of the system will be much improved if the number of junctions will be kept to
the absolute minimum. Even with the use of index matching gels, connections make up a
significant part of the overall system losses.
It was therefore decided to integrate the mixer into the flat panel emitter. This has the
obvious disadvantage of requiring to run two fibres instead of only one, potentially
demanding larger bore holes into the room and almost doubling the total length of cables.
However, for the sake of a high system efficiency this seemed to be the only sensible
solution.
The flat panel emitter is a sheet of Perspex material with a white dot pattern screen
printed on it. The dots will allow the light which is trapped inside the panel through total
inner reflection to break out of the material. By varying the size and distance of the dots,
any arbitrary distribution of illuminance across the surface can be created.
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The UFO project is concerned with commercial lighting, so a luminaries was needed that
could be used for general purpose lighting, rather than task lighting. An additional
requirement was for the fitting to not only enable the feeding in of the FO cables, but also
to accommodate of the additional T5 fluorescent lamps. This called for an entirely new
design concept.
In the chosen rooms, sunlight is emitted through a Luminaire, specifically designed to
recreate the feeling of sunlight. A line of luminaires is available to match the outline,
purpose and aesthetic of the specific room that is illuminated with healthy sunlight.
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Why system is good for health?
Human beings need a supply of sunlight, as the human body’s circadian rythm is
set everyday by daylight and influences the production and secretion of hormones to
regulate functions such as temperature, awareness and immune system activity. On a
biological level, the circadian rythm is controlled when non-visual information about light
is detected by the eyes and transmitted by the retinohypothalamic tract, a pathway which
projects to the surachiasmatic nuclei in the hypothalamus.
Our need for daylight can be attributed to the body's endocrine system. The pineal
gland produces the hormone that induces sleep melatonin. When we open our eyes in the
morning the production of melatonin is blocked and we feel awake. This blockage
reaches a maximum when the light's frequency is 460nm – a frequency that is plentiful in
daylight, but scarce in electrical lamps. The pineal gland also signals to other hormonal
systems, for example the adrenal cortex, which produces cortisol, a hormone that makes
us feel awake and more alert. These hormonal systems that regulate how awake we feel
are all dependant on how much light that hits our eyes. So it is no coincidence that we
feel more awake during the summers.
WELLNESS & PRODUCTIVITY
• Productivity increases by 6 – 16 percent when natural light is added to a workplace.
• 1 percent productivity increase equals the total energy cost in offices.
• Pure sunlight is dynamic and has a full spectrum that triggers the ganglion cells, which
controls levels of melatonin and cortisol, thereby synchronizing the body clock.
• Sunlight gives improved visibility from improved light, better color rendering, and the
absence of flickering from electrical lighting.
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OBSERVATIONS
The UFO combined artificial/sunlight system provides natural light for non-daylit spaces.
The light is transmitted into the space trough fiber optic cables. Due to the variable nature
of the sunlight, an artificial lighting system was designed to supplement the sunlight in
times when the sun is below the horizon or covered by clouds. Because the artificial light
sources are kept outside the room, the cooling load on the AC system is reduced. At
present, a powerful and fully dimmable FO projector is not available, so the UFO system
also includes local dimmable T5 fluorescent lamps. However, due to the modularity in the
design, any component of the system can be very easily replaced when new developments
become available on the market.
Today there is need of good quality infrastructure with affordable cost in our country. It is
necessary to create awareness in the modern construction techniques. We think that our
project will be helpful to the society to understand advance construction techniques for
commercial complex. It is seen from the site experience that without proper knowledge of
construction no construction project can be given the desired shape and cannot satisfy
major variables like quality and economy.
We are thankful to our guide who gave us such an important aspect of civil engineering as
our project. During our project we studied various construction techniques and
specialized services that were put to effect at site. On of that techniques is MIVAN
climbing formwork technique. It is newest technique available on the earth for
construction of the sky scrapper. It consist various detachable parts and panels of various
sizes which can be fitted together to form mold and support for concreting.
The zero energy building concept gave the advanced knowledge about utilization of the
natural available resources and which reduces the operating cost of commercial
complexes. In concept, a net ZEB is a building with greatly reduced energy needs through
efficiency gains such that the balance of the energy needs can be supplied by renewable
technologies. Despite our use of the phrase “zero energy,” we lack a common
definition—or a common understanding—of what it means.
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5. CONCLUSION
Today there is need of good quality infrastructure with affordable cost in our country. It is
necessary to create awareness in the modern construction techniques. We think that our
project will be helpful to the society to understand advance construction techniques for
commercial complex. It is seen from the site experience that without proper knowledge of
construction no construction project can be given the desired shape and cannot satisfy
major variables like quality and economy.
During our project we studied various construction techniques and specialized services
that were put to effect at site. One of those techniques is Post tensioning, which was used
for long spans of beams and slabs on our site. It is very helpful for reducing cost of
construction and to obtain high tensile strength for the members of the structure under
heavy load.
Mivan climbing formwork technique is newest technique available on the earth for
construction of the sky scrapper. It consist various detachable parts and panels of various
sizes which can be fitted together to form mold and support for concreting.
The zero energy building concept gave the advanced knowledge about utilization of the
natural available resources and which reduces the operating cost of commercial
complexes.
The Universal Fibre Optics project involves design and construction of a luminaries
which allows the integration of daylight and artificial light. Sunlight is captured through a
heliostat and brought into the building by means of a liquid fiber optic cable. The light
output at the end of the fiber optic may be described as a cool form of light as both the
infra-red and ultra-violet components of the daylight are considerably reduced. This
system can be used in any part of the world. This system will help to make earth more
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greener by reducing the consumption of the electricity, which in turns reduces co2
proportion in atmosphere.
The project gave us the experience of the site work, the various construction practices
carried out at the site, also taught us to work as a team. We are now aware of the actual
hard work put on the site and are also ready to face the construction industry in the years
to come.
REFERENCESRE
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6. REFERENCES
BOOKS:
1. Building Construction - B. C. Punmia
2. Building Construction – Rangwala
3. A to Z Practical Construction and management - Mantri
4. Soil Mechanics – B.C. Punmia
5. Concrete Technology – M.S. Shetty
WEBSITES:
1. www.parhans.com
2. www.wikipedia.com
3. www.answers.com
4. www.icivilengineer.com
5. www.askacc.com
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