Disaster resistant structure

ABOUT MYSELF:
SUBMITTED BY-
ALKA PRAKASH
B.ARCH 7TH SEM
ROLL.NO-02
GCAP
BATCH OF 2017-2022
1

ACKNOWLEDGMENT
OUR FACULTY AND COLLEGE TRANSFORMED ALONG WITH US,AND ARE
CO-CREATING NEW BETTER WAYS OF WORKING TOGETHER.
FOLLOWING THE ONLINE CLASSES, I WOULD LIKE TO EXPRESS MY GRATITUDE
TO
SIR BHARGAV JYOTI BORAH, FOR GUIDING ME THROUGHOUT THE PROJECT,
AND
ASSISTING IN EVERY LECTURE.
THIS SEMESTER THE FINAL TOPIC I HAVE CHOSEN IS ABOUT
‘ TECHNOLOGICAL AND TECHNO-FINANCIAL ASPECTS IN BUILDING
PROJECTS’.
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CONTENTS
1. Name at least ﬁve common Building safety measures from the following natural hazards:
I. Floods
II. Landslides
2. a) Name at least ﬁve common Building safety measures from the following natural hazards:
I. Earthquake
II. Cyclones
b) What do you mean by ductility with reference to Buildings? Why is it important?
3. a) List and explain At Least 5 Seismological instruments
b) Prepare a presentation on Application of Seismology
4. a) What it is a response spectrum.
b) Its uses relevant to an architect and for disaster management.
5. BUILDING FORMS AND ITS IRREGULARITIES.
6. TECHNOLOGICAL AND TECHNO FINANCIAL ASPECTS IN BUILDING PROJECTS
7. SITE VISIT
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4-5
6-9
10-16
17-19
20-37
38-47
48-53
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PAGE.NO
ASSIGNMENTS QUESTIONS Q.NO

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FLOOD MANAGEMENT MEASURE IN INDIA:
A)ENGINEERING/STRUCTURAL MEASURES:
The engineering measures for flood control which bring relief to the flood prone areas by reducing flood flows and thereby
the flood levels are-
➢ An artificially created reservoir behind a dam across a river.
➢ A natural depression suitably improved and regulated, if necessary
➢ By diversion of a part of the peak flow to another river or basin,where such diversion would not cause appreciable
damage.
➢ By constructing a parallel channel by passing a particular town/reach of the river prone to flooding.
The engineering methods of flood protection,which do not reduce the flood flow but reduce spilling are-
➢ Embankments which artificially raise the effective river bank and thereby prevent spilling.
➢ Channel and drainage improvement works,which artificially reduce the flood water level so as to keep the
same,confined within the river banks and thus prevent spilling.
B)ADMINISTRATIVE METHODS:
The administrative methods endeavour to mitigate the flood damages by:
➢ Facilitating timely evacuation of the people and shifting of their movable property to safer grounds by having advance
warning of incoming flood i.e., flood forecasting,flood warning in case of the threatened inundation.
➢ Discouraging creation of valuable assets /settlement of the people in the areas as subject to frequent flooding i.e
enforcing flood plain zoning regulation.

5
LANDSLIDES MANAGEMENT MEASURE IN INDIA:
CONTROL OF LANDSLIDES ARE:
➢ Afforestation
➢ Use of geotextiles which reduces slope instability
➢ Making community aware about impact of landslides and build their capacity to reduce vulnerability.
➢ Proper mapping of landslide zone and shifting people from such zones.
➢ No mining activities should be allowed in eco sensitive zones.
➢ A signiﬁcant reduction in the hazards caused by landslides can be achieved by preventing the
exposure of population and facilities to landslides and by physically controlling the landslides.
➢ Developmental programs that involve modiﬁcation of the topography,exploitation of natural
resources and change in the balance load on the ground should not be permitted.
➢ Some critical measures that could be undertaken to prevent further landslides are drainage
measures, erosion control measures such a bamboo check dams, terracing, jute and coir netting
and rockfall control measures such as grass plantation, vegetated dry masonry wall, retaining wall
and most importantly preventing deforestation and improving afforestation.
➢ Disasters cannot be totally prevented. However early warning systems, careful planning and
preparedness on part of the vulnerable community would help in minimizing the loss of life and
property due to these disasters.

EARTHQUAKE
➢ In order to determine the likelihood of future seismic activity, geologists and other
scientists examine the rock of an area to determine if the rock appears to be "strained".
Studying the faults of an area to study the buildup time it takes for the fault to build up
stress sufficient for an earthquake also serves as an effective prediction technique.
➢ Seismic retrofitting is the modification of existing structures to make them more resistant
to seismic activity, ground motion, or soil failure due to earthquakes. Retrofitting and
earthquake resistant designs of new buildings and lifeline structures (e.g. bridges,
hospitals, power plants).
➢ Homeowners, renters, and businessmen in earthquake territory are encouraged by
governments to have an earthquake kit available with enough supplies for three days. This
is considered the amount of time it takes for emergency services to reach full strength.
Such disaster supplies kits are also useful in other natural hazards.
GOVERNMENT EFFORTS:
➢ NATIONAL EARTHQUAKE MITIGATION PROJECT- It aims at strengthening the structural and
non structural earthquake mitigation efforts and reducing the vulnerability in high risk
areas.
➢ NATIONAL BUILDING CODE -A national instrument providing guidelines for regulating the
building construction activities.
➢ Building material and technology promotion council.
➢ Institutional arrangements like NDMA
➢ Capacity building
➢ Retrofitting
figure-1
figure-2
SOURCE: GOOGLE IMAGE
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CYCLONES
Although one cannot control cyclones, the effects of cyclones can be
mitigated through effective and efﬁcient mitigation policies and
strategies.
➢ Early warning and communication-inform those who are likely to be affected and
disseminate the information by AIR, DOORDARSHAN, local community radio etc.
➢ Capacity building among people and educate people on various aspects of disaster
management.
➢ Integrated development of coastal areas with strong infrastructure.
➢ Storms shelters-with full amenities for both humans and animals.
➢ Bio shields-vegetation,trees,shrubs which develops near coast,they protect from
strong storms and winds.
➢ Construction of permanent houses: There is a need to build appropriately designed
concrete houses that can withstand high winds and tidal waves.
➢ Land use control and settlement planning: No residential and industrial units should
be ideally permitted in the coastal belt of 5 km from the sea as it is the most
vulnerable belt. No further growth of settlements in this region should allowed.
Major settlements and other important establishments should be located beyond
10 km from the sea.
figure-3
figure-4
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DUCTILITY
➢ Ductility in general gains a definition in material engineering science as the ratio of
ultimate strain to yield strain of the material.
➢ Ductility can be defined as the “ ability of material to undergo large deformations
without rupture before failure”.
➢ Ductility in concrete is defined by the percentage of steel reinforcement with in it. Mild
steel is an example of a ductile material that can be bent and twisted without rupture.
➢ Member or structural ductility is also defined as the ratio of absolute maximum
deformation to the corresponding yield. This can be defined with respect to strains,
rotations, curvature or deflections. Strain based ductility definition depends almost on
the material, while rotation or curvature based ductility definition also includes the
effect of shape and size of the cross-sections.
➢ Each design code recognizes the importance of ductility in design because if a
structure is ductile it ability to absorb energy without critical failure increases.
Ductility behavior allows a structure to undergo large plastic deformations with little
decrease in strength
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IMPORTANCE OF DUCTILITY
Ductile detailing is provided in structures so as to give them adequate toughness and
ductility to resist severe earthquake shocks without collapse.
Ductile detailing is provided for the following structures:
➢ The structures is located in seismic zone IV and V
➢ The structure is located in seismic zone III and has the important factor (I) greater
than 1.
➢ The structure is located in seismic zone III and is an industrial structure.
➢ The structure is located in seismic zone III and is more than 5 storeys high.
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SEISMOLOGICAL INSTRUMENT
➢ Seismometer
➢ Seismograph
➢ Seismogram
➢ Geophone
➢ Seismic crew
10
figure-5

SEISMOMETER
➢ A seismometer is an instrument that responds to ground
motions, such as caused by earthquakes, volcanic
eruptions, and explosion
➢ Seismometers are usually combined with a timing device
and a recording device to form a seismograph.
➢ A simple seismometer, sensitive to up-down motions of
the Earth, is like a weight hanging from a spring, both
suspended from a frame that moves along with any
motion detected.
figure-6
11

SEISMOGRAPH
➢ A system of instruments that detects and records
ground vibration.
➢ See example: A seismic station hosts one or more
seismographs
➢ An instrument that measures and records details of
earthquakes, such as force and duration.
➢ Seismographs are equipped with electromagnetic
sensors that translate ground motions into
electrical changes, which are processed and
recorded by the instruments’ analog or digital
circuits.
figure-7
figure-8
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SEISMOGRAM
➢ A record produced by a seismograph.
➢ It is a record of the ground motion at a measuring station as
a function of time
➢ Seismograms typically record motions in three cartesian axes
(x, y, and z), with the z axis perpendicular to the Earth's
surface and the x- and y- axes parallel to the surface.
➢ The energy measured in a seismogram may result from an
earthquake or from some other source, such as an explosion
➢ Seismograms can record many things, and record many little
waves, called microseisms
figure-9
13

GEOPHONE
➢ A geophone is a device that converts ground movement (velocity) into
voltage, which may be recorded at a recording station
➢ The deviation of this measured voltage from the base line is called the
seismic response and is analyzed for structure of the earth.
➢ Geophones have historically been passive analog devices and typically
comprise a spring-mounted wire coil moving within the field of a
case-mounted permanent magnet to generate an electrical signal.
➢ The frequency response of a geophone is that of a harmonic oscillator,
fully determined by corner frequency (typically around 10 Hz) and
damping (typically 0.707).
➢ The majority of geophones are used in reflection seismology to record
the energy waves reflected by the subsurface geology. In this case the
primary interest is in the vertical motion of the Earth's surface.
figure-10
14

SEISMIC CREW
➢ A seismic crew is a team of people who conduct seismic tests to
gather information about the geology of an area of interest.
➢ When a seismic crew arrives at a site they have been assigned to
survey, one of the things they do is create a series of controlled
explosions
➢ The behavior of these explosions is monitored with scientiﬁc
instruments to create a map of underground geological
formations.
➢ Seismic crews may also perform other measurements which are
designed to provide more information.
➢ Essentially, their goal is to create a series of small earthquakes
for the purpose of generating usable data in a seismic survey.
Figure-11
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APPLICATION OF SEISMOLOGY
➢ One aspect of seismology is concerned with measuring the speeds at which seismic waves travel through the earth.
Past earthquake studies have shown that P, or primary/compressional, waves travel fastest through the earth; S, or
secondary/transverse, waves cannot pass through liquids, allowing scientists to discern the earth's many boundary
layers known as the crust, mantle, and core.
➢ An important commercial application of seismology is its use in prospecting for oil deposits. The ﬁrst oil ﬁeld to be
discovered by this method was found in Texas in 1924.
➢ A portable seismograph is set up in the area to be investigated, and an explosive energy source is activated nearby;
formerly, explosives such as dynamite were used to create the seismic waves, but they have been largely replaced by
high-energy vibrators on land and air-gun arrays at sea.
➢ Seismic methods are sometimes used to locate subsurface water and to detect the underlying structure of the oceanic
and continental crust. With the development of underground testing of nuclear devices, seismographic stations for
their detection were set up throughout the world. Under the Comprehensive Test Ban Treaty (signed 1996 but not yet in
force) an international monitoring system has been set up which includes many seismic stations; the detailed data
collected is also used by contributing nations for purposes other than monitoring nuclear tests.
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RESPONSE SPECTRUM
➢ The typical earthquake ground motion response spectrum
represents an envelope of the peak responses of many
single-degree-of-freedom (SDOF) systems with different periods.
➢ The acceleration response spectrum of a ground motion is a
relationship between the natural period of vibration of a sdof
system and the maximum absolute acceleration that it
experiences under the ground motion.
➢ Similarly, a displacement response spectrum typically represents
the peak displacement, relative to the ground, of many sdof
systems with different periods.
➢ Hence, the construction of a response spectrum involves the
analysis of many different sdof systems.
➢ The value of each point on the spectrum is the peak response of a
single degree of freedom system of a given period.
This is illustrated in Figure.1 below, where the displacement spectrum of a
record from the Palm Springs Earthquake is shown, along with the time
history response at several periods. The relationship between the peak
response at the different periods and the spectrum is graphically
illustrated.
figure-12
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USES RELEVANT TO DISASTER
MANAGEMENT
➢ Provides an estimate of the peak linear response of a structure to dynamic motion
provided in the form of a displacement, velocity, or acceleration spectrum.
➢ Is typically used to analyze response to a seismic event.
➢ Assumes that the system's response is linear so that it can be analyzed in the frequency
domain using its natural modes, which must be extracted in a previous eigenfrequency
extraction step (Natural frequency extraction).
➢ Can use the high-performance SIM software architecture (see Using the SIM architecture
for modal superposition dynamic analyses).
➢ Is a linear perturbation procedure and is, therefore, not appropriate if the excitation is so
severe that nonlinear effects in the system are important.
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USES RELEVANT TO ARCHITECTURE
➢ Response spectrum analysis can be used to estimate the peak response (displacement, stress,
etc.) of a structure to a particular base motion or force.
➢ The method is only approximate, but it is often a useful, inexpensive method for preliminary design
studies.
➢ The response spectrum procedure is based on using a subset of the modes of the system, which
must ﬁrst be extracted by using the eigenfrequency extraction procedure.
➢ The modes will include eigenmodes and, if activated in the eigenfrequency extraction step,
residual modes.
➢ The number of modes extracted must be sufﬁcient to model the dynamic response of the system
adequately, which is a matter of judgment on your part.
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INTRODUCTION
➢ Irregularities in building structures refer to the nonuniform response of a structure
due to non-uniform distribution of structural properties.
➢ There are two types of structural irregularity; vertical (also termed in elevation) and
plan (also termed plan asymmetry).
➢ Vertical irregularity typically refers to the uneven distribution of mass along the
height of a multi-storey structure or geometrical set-backs changing the ﬂoor plan
between adjacent ﬂoors.
➢ During a seismic event, the result can be a soft storey mechanism.
➢ Plan irregularity typically refers to the uneven distribution of stiffness or strength
in the plan of a structure resulting in a torsional response of the structure when
subjected to a seismic excitation.
➢ Structures with plan irregularity quite often suffer severe damage in earthquake
events because the response of the structure is not only translational, but also
torsional
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TYPES OF BUILDING IRREGULARITIES
THERE ARE TWO TYPES OF IRREGULARITIES ARE-
1. PLAN IRREGULARITIES
2. VERTICAL IRREGULARITIES
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PLAN IRREGULARITIES
➢ Modern buildings are being widely designed as irregular structures. A building is said
to be a regular when the building conﬁgurations are almost symmetrical about the
axis and it is said to be the irregular when it lacks symmetry and discontinuity in
geometry, mass or load resisting elements.
➢ Horizontal irregularities refers to asymmetrical plan shapes (L, T, U and F) or
discontinuities in horizontal resisting elements such as re-entrant corners, large
openings, cut outs and other changes like torsion, deformations and other stress
concentrations
22

TYPES OF PLAN IRREGULARITIES
Indian Code Speciﬁes Five Types of Plan Irregularities are-
1. TORSIONAL IRREGULARITY
2. RE-ENTRANT CORNERS
3. DIAPHRAGM DISCONTINUITY
4. OUT OF PLANE OFFSET
5. NON-PARALLEL LATERAL LOAD RESISTING SYSTEM
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TORSIONAL IRREGULARITY
➢ Torsional irregularity shall be considered to exist when the
maximum storey drift, computed including accidental torsion, at one
end of the structure transverse to an axis is more than 1.2 times the
average of the storey drifts of the two ends of the structure.
➢ In torsionally irregular buildings, when the ratio of maximum
horizontal displacement at one end and the minimum horizontal
displacement at the other end is-
a) The building conﬁguration shall be revised to ensure that the
natural period of the fundamental torsional mode of oscillation
shall be smaller than those of the ﬁrst two translational modes
along each of the principal plan directions.
b)Three dimensional dynamic analysis method shall be adopted. figure-13
SOURCE:https://www.civil-engg-world.com/2020/01/06/vertical-irregularities-in-structures/structural-analysis/
24

RE-ENTRANT CORNERS
➢ Plan conﬁgurations of a structure and its
lateral force resisting system contain
reentrant corners, where both projections of
the structure beyond a reentrant corner are
greater than 1.5% of the plan dimension of the
structure in the given direction.
➢ Plan has a projection in direction of size > 15%
of it overall plan dimension in that direction.
figure-14
25

DIAPHRAGM DISCONTINUITY
➢ Diaphragms with abrupt discontinuities or variations in
stiffness, including those having cutout or open areas
greater than 50% of the gross enclosed area of the
diaphragm, or changes in effective diaphragm stiffness of
more than 50% from one storey to the next.
➢ Well-built earthquake motion depend on the sharing of
mass, inﬂexibility, force in both the horizontal and vertical
planes of buildings. Diaphragm is deﬁned as discontinuities
or variations in stiffness and mass in the form of slab
openings and variation in slab thicknesses is called as
diaphragm discontinuity.
figure-15
26

OUT OF PLANE OFFSET
➢ In a building with out-of-plane offsets in vertical
elements.
➢ specialist literature shall be referred for design of such
a building, if the building is located in Seismic Zone II and
the following two conditions shall be satisﬁed, if the
building is located in Seismic Zones III, IV and V.
➢ Lateral drift shall be less than 0.2 percent in the storey
having the offset and in the storeys below and Specialist
literature shall be referred for removing the irregularity
arising due to out- of plane offsets in vertical elements.
figure-16
27

NON-PARALLEL LATERAL LOAD RESISTING
SYSTEM
➢ The vertical lateral load resisting elements are not
parallel to or symmetric about major orthogonal axes
of the lateral force-resisting system.
➢ The revised deﬁnition of non parallel systems
irregularity clearly indicates that it exists only where
the vertical elements are not parallel to the major
orthogonal axes. In other words, being parallel to the
major orthogonal axes is sufﬁcient to eliminate the
irregularity.
figure-17
28

VERTICAL IRREGULARITIES
Vertical irregularities are one of the major reasons of failures of
structures during earthquakes. Vertical Irregularities are mainly of ﬁve
types-
1. STIFFNESS IRREGULARITY
2. MASS IRREGULARITY
3. VERTICAL GEOMETRIC IRREGULAR
4. IN-PLANE DISCONTINUITY
5. DISCONTINUITY IN CAPACITY–WEAK STOREY
29

STIFFNESS IRREGULARITIES
➢ Under stiffness irregularity the stiffness of the members in a
frame are not equal and they vary according to the ﬂoor height,
modulus of elasticity of concrete and moment of inertia of that
member.
➢ Soft storey: A soft storey is one in which the lateral stiffness is
less than 70% of that in the storey above or less than 80% of
the average lateral stiffness of three storeys above.
➢ Extreme soft storey: An extreme soft storey is one in which the
lateral stiffness is less than 60% of that in the storey above or
less than 70% of the average stiffness of three storeys above.
For example, buildings on stilts fall under this category.
figure-18
30

Building on Stilts are Fall Under These
Categories
Effect of weak Storey
figure-19
31

MASS IRREGULARITIES
➢ These are considered to exist where the effective mass
of any storey is more than 150% of effective mass of an
adjacent storey.
➢ The effective mass is the real mass consisting of dead
weight of the ﬂoor plus the actual weight of partition
and equipments.
➢ Mass irregularity shall be considered to exist where the
seismic weight of any storey is more than 200 percent
of that of its adjacent storeys. In case of roof
irregularity need not be considered
figure-20
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In buildings located in Seismic Zones II and III, it shall be
ensured that the ﬁrst three modes together contribute
at least 65 percent mass participation factor in each
principal plan direction. And, in buildings located in
Seismic Zones IV and V, it shall be ensured that,
1) the ﬁrst three modes together contribute at least 65
percent mass participation factor in each principal plan
direction, and
2) the fundamental lateral natural periods of the
building in the two principal plan directions are away from
each other by at least 10 percent of the larger value.
AS PER CODE RECOMMENDATION
Figure-21
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VERTICAL GEOMETRIC IRREGULAR
➢ A structure is considered to be vertical geometric
irregular when the horizontal dimension of the
lateral force resisting system in any storey is more
than 200 percent of that in its adjacent storey.
➢ In case of roofs irregularity need not be considered.
➢ Vertical geometric irregularity shall be considered to
exist where horizontal dimension of the lateral
force-resisting system in any storey is more than
130 % of that in an adjacent storey, one storey
penthouse need not to be considered.
figure-22
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Vertical geometric irregularity when
L2>1.25 L1
In buildings with vertical geometric irregularity and located in Seismic Zones III, IV and V,
the earthquake effects shall be estimated by Dynamic Analysis
figure-23
35

IN-PLANE DISCONTINUITY
➢ An in-plane offset of the lateral load-resisting elements
greater than the length of those elements.
➢ In buildings with in-plane discontinuity and located in
Seismic Zones II, the lateral drift of the building under the
design lateral force shall be limited to 0.2 percent of the
building height; in Seismic Zones III, IV and V, buildings with
in-plane discontinuity shall not be permitted.
figure-24
36

DISCONTINUITY IN CAPACITY-
WEAK STOREY
➢ A weak storey is one in which the storey strength is less
than 80 % of that in the storey above.
➢ The storey strength is the total strength of all
seismic-resisting elements shearing the storey shear
for the direction under consideration.
➢ Earlier code : Story Lateral Strength is Less Than 80% of
That in The Story Above, are the Weak Storey. When
Lateral Strength of F1<0.8 F2 then F1 is the weak Storey.
➢ Revised code : Story Lateral Strength is Less Than of
That in The Story Above, are the Weak Storey. When
Lateral Strength of F1< F2 then F1 is the weak Storey
figure-25
37

OVERVIEW
(TECHNOLOGICAL AND TECHNO FINANCIAL ASPECTS IN BUILDING PROJECT)
Since the publication of 1983 version of National Building Code of India, the construction
industry has gone through major technological advancement. In the last two decades,
substantial expertise has been gained in the areas of building planning, designing and
construction. Also, lot of developments have taken places in the techno legal regime and
techno-ﬁnancial regime, apart from the enormous experience gained in dealing with
natural calamities like super cyclones and earthquakes faced by the country. Further,
since the last revision in 1983 based on the changes effected in the Steel Code, Masonry
Code and Loading Code as also in order to update the ﬁre protection requirements, three
amendments were brought out to the 1983 version of the Code. Considering these, it was
decided to take up a comprehensive revision of the National Building Code of India.
38

OVERVIEW
Technological and socio-economic developments in recent times have led to
remarkable increase in demand for more and more sophistication in buildings resulting
in ever increasing complexities. These perforce demand high levels of inputs from
professionals of different disciplines such as architecture, civil engineering, structural
engineering, functional and life safety services including special aspects relating to
utilities, landscaping, etc in conceptualization, spatial planning, design and
construction of buildings of various material and technology streams, with due regard
to various services including operation, maintenance, repairs and rehabilitation
aspects throughout the service life of the building.
39

EARTHQUAKE RESISTANT STRUCTURE
(TECHNOLOGICAL ASPECTS IN BUILDING PROJECTS)
INTRODUCTION
➢ As per the Geological Survey of India (GSI), more than half of the Indian landmass is vulnerable to earthquakes.
➢ Estimates also suggest that by 2050, more than 200 million city dwellers in the country would be exposed to storms
and earthquakes.
➢ This makes it extremely essential for homebuyers in India to ensure that their housing units stand tall in the case of
an earth-shaking catastrophe. Not only is it important for the safety of life, but also from the standpoint of
long-term security of investment.
➢ The Indian landmass is divided into four earthquake risk zones. Zone V covers the highest risk areas including the
region of Kashmir, the Western and Central Himalayas, North and Middle Bihar, the North-East Indian region, the Rann
of Kutch and the Andaman and Nicobar group of islands. Zone IV or the High Damage Risk Zone includes areas such as
Himachal Pradesh, Uttarakhand, Sikkim, North Punjab, Chandigarh, Western Uttar Pradesh, Terai, North Bengal,
Sundarbans, and the Capital City of Delhi. Zone III and II are identiﬁed as Moderate and Low Damage Risk Zones,
respectively.
➢ If you are contemplating to buy a property in one of these regions falling under Zone IV and V, you must know certain
earthquake resistant measures that your housing unit/building must have. Whether your home is directly over a
seismic fault or miles away from one, there is a lot to know about buying a home in an earthquake-prone zone.
40

Earthquake-resistant technologies-
When buying an apartment in a seismically volatile region, ensure that the building is diligently constructed using the
different types of earthquake-resistant technologies, which create a safe and sturdy structure. Here are a few such
technologies, which ensure that a building can withstand seismic waves:
➢ Dampers: Dampers are shock absorbers in buildings that reduce the impact of the shock wave on the building by
converting the seismic wave energy into heat energy, which is then transferred into a hydraulic fluid. These
dampers have huge pistons inside cylinders filled with silicone oil. When an earthquake hits, the pistons push
against the oil, transferring the mechanical energy into heat energy.
➢ Seismic cloaking: To prevent the swaying of a building, engineers place numerous plastic rings in boreholes
extending up to a depth of 200 m underground, regularly spaced in a grid under the surface of the building.
Seismic waves fail to hit the base of the building because of these structures that, in a way, cloak the base.
➢ Levitating foundation: Base isolation by levitation is a technique used by engineers for years to protect
buildings against earthquakes. The substructure of the building is separated from the superstructure by floating
the foundation of the building on lead-rubber bearings containing a solid lead core wrapped in alternating layers
of rubber and steel.
41

➢ Controlled rocking system:
This system consists of steel frames that are elastic and are allowed to rock on top of the foundation when a
seismic wave strikes. In addition to the steel frames, there are vertical cables that anchor the top of each frame
to the foundation to keep the rocking at a minimum. The cables have a self-centring capability so that the building
stays upright throughout the motion.
➢ Earthquake proofing for high rises: When it comes to high rises and skyscrapers, more complex
earthquake-proofing technologies are employed. Some of them are:
● A large weight, usually spherical, is suspended near the top of the structure, which moves opposite to the motion
of an earthquake with the help of hydraulics to dissipate the seismic wave energy.
● A core-wall with reinforced concrete, which runs through the heart of the structure, reducing floor accelerations
and shear forces.
● Shape memory alloys, although in their experimental stage, are set to change the face of earthquake-proofing
technology. Columns of the building are made with a nickel-titanium alloy that endures heavy strains and still
returns to its original shape.
42

SOURCE: https://www.99acres.com/articles/earthquake-resistant-structures-bgid.html
figure-26
43

(TECHNO-FINANCIAL ASPECTS IN BUILDING PROJECTS)
Techno-Financial Mechanisms- Regulatory measures related to financial aspects enforced by statutory
bodies to ensure earthquake safety of built environment.
Techno-Financial Regime ( WHY ? )
➢ After an earthquake, the central and state governments provide funds for immediate relief and rehabilitation.
➢ This process does not adequately cover the requirements for reconstruction of damaged structures, especially
those that are privately owned.
➢ Expenditure incurred by the GoI in the provision of funds for relief, rehabilitation and reconstruction is increasing
manifold due to the rapidly increasing risk profile of the country.
➢ In most countries, risk transfer through insurance has been adopted as a step towards providing adequate
compensation for the loss of property caused by disasters. Such a mechanism reduces the financial burden of the
government.
➢ Risk transfer mechanisms have been found to be fairly successful hence, the insurance sector will be encouraged
to promote such mechanisms in the future.
44

Techno-Financial Regime:
➢ The MoES will develop a national strategy for risk transfer, using the experiences of micro level initiatives in
some states and global best practices.
➢ The MoES will facilitate the development and design of appropriate risk avoidance, risk sharing and risk
transfer mechanisms in consultation with financial institutions, insurance companies and reinsurance
agencies.
➢ Financial institutions will consider the compliance of seismic safety before offering housing loans including
those for construction of multi-storeyed complexes.
➢ The housing development programmes supported by the GoI and state governments (like Indira Awas
Yojana), and all large-scale housing schemes will be made to comply with earthquake-resistant design and
construction practices.
➢ The MoES will coordinate with the central ministries/departments concerned and state governments’
compliance to this aspect by financial institutions.
➢ The approval and disbursement of funds from banks and other financial institutions to industrial units will
also be linked to the compliance with earthquake safety norms by these units.
➢ The MoES will coordinate, with the relevant bodies, the development of suitable techno-financial measures to
improve the earthquake safety of the industrial units’ corporate groups, Special Economic Zones (SEZs) and
techno parks etc 45

Techno-Financial Regime:
➢ Considering that the assistance provided by the Government for rescue, relief, rehabilitation and reconstruction
needs cannot compensate for massive losses on account of disasters, new financial tools such as catastrophe
risk financing, risk insurance, catastrophe bonds, micro-finance and insurance etc., will be promoted with
innovative fiscal incentives to cover such losses of individuals, communities and the corporate sector.
➢ In this regard, the Environmental Relief Fund under the Public Liability Insurance Act, 1991, enacted for providing
relief to chemical accident victims is worth mentioning.
➢ Some financial practices such as disaster risk insurance, micro-finance and micro-insurance, warranty on newly
constructed houses and structures and linking safe construction with home loans will be considered for adoption.
➢ Techno-Financial Regime All civil constructions funded by public funds should incorporate disaster resistant
technologies and it should be mandatory as a part of the financial package.
➢ Financial institutions should make it mandatory for the client agencies to strictly adhere to codes and standards
relating to safety requirements against natural hazards.
46

CONCLUSION
The Code now published is the third version representing the present state of
knowledge on various aspects of building construction. The process of
preparation of the 2005 version of the Code had thrown up a number of
problems; some of them were answered fully and some partially. Therefore, a
continuous programme will go on by which additional knowledge that is gained
through technological evolution, users’ views over a period of time pinpointing
areas of clariﬁcation and coverage and results of research in the ﬁeld, would be
incorporated in to the Code from time to time to make it a living document. It is,
therefore, proposed to bring out changes to the Code periodically
47

48
SITE VISIT
SITE LOCATION-KALYANI SAGAR PATH ,
BONGSHAR, KAHILIPARA,GUWAHATI ASSAM, 781019
SITE MAP
WORK NAME-PILE FOUNDATION( MANUAL BORED
CAST IN SITU) FOR G+5 STOREY APARTMENT BUILDING.
figure-27
SOURCE: SELF CLICKED

49
REPORT ON SITE VISIT
DATE OF SITE VISIT: 17TH FEB 2021
17TH FEB 2021 was a LIVE SITE STUDY OF OUR CLASS B.ARCH 7TH SEM on RCC construction at a
site in kahilipara area of guwahati,accompanied by AR.BISWAJIT SHARMA SIR AND ER.
BHARGAV JYOTI BORAH SIR.
We got to see the manual bored cast in-situ type of pile foundation in detail of a G+5 storey
apartment building. We also got to see the complete drawing portfolio of the under
construction building, and got to relate all our semester works being utilised on site.
According to me, my experience was new and satisfying , ﬁrst time i was seen this type of
foundation practically and learn alot from this site visit really thankful to the faculties . The
trip headed to another completed site to see the utilisation of RAFT/FLOATING foundation (
project by Ar. biswajit sharma sir). There they also had a look on the layout of the 3BHK units
along with services layout on site.
The study tour ended with roadside lunch and going back to college.

50
Discussing the plans with our faculties
Process of manually driven cast in situ
Workers making pile column manually
figure-28
figure-29
figure-30
NOTE-
● DURGAPUR STEEL IS USED IN THE SITE
● THE MAIN STEEL BARS ARE OF 10MM
AND THE ANOTHER IS 8MM BARS

51
Stirrups welded by an worker manually
Group selﬁe in the end of the study trip
Manually Bored cast in situ process
figure-31
figure-32
figure-33

52
ABOUT PILE FOUNDATION
WHAT IS PILE FOUNDATION?
Pile foundation, a kind of deep foundation, is actually a slender column or long cylinder made of
materials such as concrete or steel which are used to support the structure and transfer the load
at desired depth either by end bearing or skin friction.
When to Use Pile Foundation
Following are the situations when using a pile foundation system can be
➢ When the groundwater table is high.
➢ Heavy and in-uniform loads from superstructure are imposed.
➢ Other types of foundations are costlier or not feasible.
➢ When the soil at shallow depth is compressible.
➢ When there is the possibility of scouring, due to its location near the river bed or seashore, etc.
➢ When there is a canal or deep drainage systems near the structure.
➢ When soil excavation is not possible up to the desired depth due to poor soil condition.
➢ When it becomes impossible to keep the foundation trenches dry by pumping or by any other measure due
to heavy inﬂow of seepage.

53
TYPES OF PILE FOUNDATION
figure-34
SOURCE:
https://civiltoday.com/geotechnical-engineering/foundation-engineering/deep-foundation/1
76-pile-foundation-deﬁnition-types#:~:text=Pile%20foundation%2C%20a%20kind%20of
%20deep%20foundation

10
REFERENCES
➢ https://theconstructor.org/structural-engg/seismic-design-philosophy-for-buildings/2781/#:~:text=Ductility%20is%20one%20of%20
the%20most%20important%20factors,locations%20to%20ensure%20d
➢ https://www.sefindia.org/?q=system/files/Ductility-1.pdf
➢ https://haryana.pscnotes.com/prelims-notes/indian-geography/natural-hazards-floods-droughts-cyclones-landslides/
➢ http://docshare02.docshare.tips/files/4969/49690184.pdf
➢ https://www.infoplease.com/encyclopedia/earth/geology-oceanography/info/seismology/seismographic-instruments
➢ https://www.powershow.com/view/6520-OWI1Y/Introduction_to_Seismology_powerpoint_ppt_presentation?varnishcache=1
➢ https://www.wisegeek.com/what-is-a-seismic-crew.htm
➢ https://sites.google.com/site/quakemanagerwiki/record-manager/spectra/what-is-a-response-spectrum
➢ https://abaqus-docs.mit.edu/2017/English/http://home.iitk.ac.in/~vinaykg/Iset475.pdfSIMACAEANLRef
➢ https://www.currentscience.ac.in/Volumes/111/10/1658.pdf
➢ https://www.irjet.net/archives/V2/i5/IRJET-V2I508.pdf
➢ http://www.irdindia.in/journal_ijraet/pdf/vol4_iss4/22.pdf
➢ https://www.civil-engg-world.com/2020/01/06/vertical-irregularities-in-structures/structural-analysis/
➢ https://www.slideshare.net/WijSangeeta/rera-and-structural-safety?from_action=save
➢ https://www.99acres.com/articles/earthquake-resistant-structures-bgid.html
➢ https://nidm.gov.in/pdf/guidelines/new/retrofitting-guidelines.pdf
➢ https://law.resource.org/pub/in/bis/S03/is.sp.7.1.2005.pdf
➢ https://ndma.gov.in/sites/default/files/PDF/national-dm-policy2009.pdf
➢ https://nidm.gov.in/PDF/guidelines/earthquakes.pdf

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