eq-class.pdf
Post on 09-Nov-2015
226 Views
Preview:
TRANSCRIPT
-
AR 2079 EQ RESISTANT ARCHITECTURE
UNIT I
Fundamental of EQ
UNIT II Site planning, Performance of Ground & Building
UNIT III Seismic Design Codes and building Configuration
UNIT IV Various Types of Construction Details
UNIT V Urban planning and design
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
1/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
3/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
4/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
5/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
6/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
7/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
8/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
9/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
10/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
11/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
12/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
13/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
14/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
15/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
16/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
17/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
18/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
19/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
20/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
21/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
22/29
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
23/29
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 25/23
Long time ago, a large
collection of material
masses coalesced to
form the Earth. A large
amount of heat was
generated by this
fusion, and slowly as
the Earth cooled
down, the heavier and
denser materials sank
to the center and the
lighter ones rose to
the top.
The differentiated Earth consists of the Inner Core
(radius ~1290km), the Outer Core (thickness
~2200km), the Mantle (thickness ~2900km) and the
Crust (thickness ~5 to 40km).
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 26/23
Convection currents
develop in the
viscous Mantle due to
prevailing high
temperatures and
pressure gradients
between the Crust
and the Core
These convection currents
result in a circulation of the
earths mass; the temperature difference
causes interlayer movement.
The hot molten lava rises and
the cold rock mass sinks into
the Earth.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 27/23
The convective flow of Mantle material cause the Crust and some portion of the
Mantle, to slide on the hot molten outer core. This sliding of Earths mass takes place in pieces called Tectonic Plates.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 28/23
Many such local circulations are taking place at different regions underneath the Earths surface, leading to different portions of the Earth undergoing different directions of
movements along the surface.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 29/23
The Himalayas are formed due to conveyance of Indo-Australian plate
The relative movement of these plate boundaries varies across
the Earth; on average, it is of the order of a couple to tens of
centimeters per year.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 30/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 31/23
after the earthquake is over, the process of strain build-up at this modified interface
between the rocks starts all over again. This is Stage AB
This is know as
Elastic Rebound
Theory
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 32/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 33/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 34/23
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 35/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 36/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 37/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 38/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 39/45
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 40/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 41/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 42/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 43/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
44/29
Seismic Zones of India
The varying geology at different locations in the country implies that the likelihood of damaging earthquakes taking place at
different locations is different.
Thus, a seismic zone map is required so that buildings and other structures located in different regions can be designed to
withstand different level of ground shaking.
The seismic zone map of 1984 subdivided India into five zones I, II, III, IV and V.
Parts of Himalayan boundary in the north and northeast, and the Kachchh area in the west were classified as zone V.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
45/29
The seismic zone maps are revised from time to time as more
understanding is gained on the geology, the seismotectonics and
the seismic activity in the country. For instance,
Koyna earthquake of 1967 occurred in an area classified in
zone I as per map of 1966. The 1970 version of code upgraded
the area around Koyna to zone IV.
Killari (Latur) earthquake of 1993 occurred in zone I. The current
Indian seismic zone map places this area in zone III.
The zone map now has only four seismic zones II, III, IV and V. The areas falling in seismic zone I in the 1984 map were merged
with those of seismic zone II.
Chennai now comes under seismic zone III as against zone II in
1984 map.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
46/29
The national Seismic Zone Map presents a large-scale view of the seismic zones in the country.
Local variations in soil type and geology cannot be represented at that scale.
Therefore, for important projects, such as a major dam or a nuclear power plant, the seismic hazard is
evaluated specifically for that site.
Also, for the purposes of urban planning, metropolitan areas are microzoned. Seismic microzonation accounts
for local variations in geology, local soil profile, etc.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 47/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
48/29
Measuring Instruments The instrument that measures earthquake shaking, a seismograph, has three components Sensor Recorder Timer. The principle: A pen attached at the tip of an oscillating simple pendulum marks on a chart paper that is held on a drum rotating at a constant speed. A magnet around the string provides required damping to control the amplitude of oscillations. The pendulum mass, string, magnet and support together constitute the sensor; the drum, pen and chart paper constitute the recorder; and the motor that rotates the drum at constant speed forms the timer.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
49/29
One such instrument is required in each of the
two orthogonal horizontal directions. Of course,
for measuring vertical oscillations, the string
pendulum is replaced with a spring pendulum
oscillating about a fulcrum.
Some instruments do not have a timer device
(i.e., the drum holding the chart paper does not
rotate). Such instruments provide only the
maximum extent (or scope) of motion during the
earthquake; for this reason they are called
seismoscopes or scratch plate accelerometers.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 50/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 51/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
52/29
The point on the fault where slip starts is the Focus The point vertically above this on the surface of the Earth is the Epicenter
The distance from the epicenter to any point of interest is called epicentral distance
The depth of focus from the epicenter, called the Focal Depth, is an important parameter in determining the
damaging potential of an earthquake.
Most damaging earthquakes have a shallow focus with focal depths less than about 70km..
After & Before shocks More numbers
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 53/23
MedvedevSponheuerKarnik scale (USSR-Germany-Czechslovakia)
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
54/29
.
Intensity is a qualitative measure of the actual shaking
at a location during an earthquake, and is assigned as
Roman Capital Numerals.
Two commonly used ones are the Modified Mercalli
Intensity (MMI) Scale and the MSK Scale. Both scales
are quite similar and range from I (least perceptive) to
XII (most severe).
The intensity scales are based on three features of
shaking perception by people and animals, performance of buildings, and changes to natural
surroundings
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 55/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
56/29
Magnitude of an earthquake is a measure of its size. For
instance, one can measure the size of an earthquake by the
amount of strain energy released by the fault rupture. This
means that the magnitude of the earthquake is a single value for
a given earthquake.
Intensity is an indicator of the severity of shaking
generated at a given location. Clearly, the severity of shaking is
much higher near the epicenter than farther away. Thus, during
the same earthquake of a certain magnitude, different locations
experience different levels of intensity
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
57/29
The peak ground acceleration (PGA), i.e.,
maximum acceleration experienced by the ground
during shaking, is one way of quantifying the
severity of the ground shaking. Approximate
empirical correlations are available between the
MM intensities and the PGA that may be
experienced.
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 58/23
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 59/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
60/29
These waves are of two types - body waves and surface waves
Body waves consist of Primary Waves (P-waves) and Secondary Waves (S-
waves)
Surface waves consist of Love waves and Rayleigh waves.
Under P-waves, material particles undergo extensional and compressional
strains along direction of energy transmission.
Under S-waves, oscillate at right angles to it P Waves . S-waves are the
primary cause of damage to buildings.
Love waves cause surface motions similar to that by S-waves, but with no
vertical component.
Rayleigh wave makes a material particle oscillate in an elliptic path in the
vertical plane (with horizontal motion along direction of energy transmission).
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
61/29
P-waves are fastest, followed in sequence by S-, Love and
Rayleigh waves.
For example,
in granites,
P- and S-waves have speeds ~4.8 km/sec and ~3.0km/sec,
respectively.
S-waves do not travel through liquids.
S-waves in association with effects of Love waves cause
maximum damage to structures by their racking motion on the
surface in both vertical and horizontal direction
-
2005 NPEEE Earthquake Design Concept : Lecture 2: Plate Tectonics & Seismic Waves 62/23
Random motion in earthquake shaking occurs in all directions; therefore buildings and
structures designed to resist earthquake shaking must have strength to withstand
shaking from any direction.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
64/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
65/29
Fault
A fracture in the earth along which the opposite
sides have been relatively displaced parallel to the
plane of movement. The Earths crust breaks along surfaces known as faults which are weak areas in
the crust along which opposite sides have been
displaced relative to each other. Faults occur when
stresses within the Earth build to a point that the
elastic properties of the rock are exceeded causing
irreversible strain or fracturing of the rock. Fault
lengths may range from a few centimeters to
hundreds of kilometers.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
66/29
Elastic rebound theory
The strain along the fault exceeds the limit of the
rocks at that point to store any additional strain. The
fault then ruptures--that is, it suddenly moves a
comparatively large distance in a comparatively
short amount of time. The rocky masses which form
the two sides of the fault then "snap" back into a new
position. This snapping back into position, upon the
release of strain, is the "elastic rebound.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
67/23
The initial rupture point of an earthquake, where strain energy is first converted to
elastic wave energy; the point within the Earth which is the center of an earthquake.
The point on the fault where slip starts is the Focus or Hypocenter
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
68/23
That point on the Earth's surface vertically above the hypocenter of an earthquake is
the Epicenter
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
69/23
The depth of focus from the epicenter, called as Focal Depth
earthquake depth range of 0 - 700 km is divided into three zones: shallow, intermediate, and deep.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
70/23
Distance from epicenter to any point of interest is called epicentral distance
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
71/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
72/23
Main shock believed to be the result of minor readjustments of stress at places in the
fault zone results in After shocks
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
73/29
Dip Slip Faults
There are three primary types of fault motion (1) normal, (2) reverse, and (3)
strike slip. A normal (or gravity) fault is one in which one plate slips downward
along the plane relative to the other. The angle of dip is generally 45 to 90. A
reverse fault is one in which one plate slips upward along the plane relative to
the other. The angle of dip is generally 45 or more. Along the Himalayas,
reverse faulting is occurring.
Strike Slip Faults
A strike-slip fault is one in which the movement is predominantly horizontal
and approximately parallel to the strike of the fault. Strike-slip faults can be
classified as right lateral or left lateral depending if the fault block opposite the
viewer moved right or left, respectively. The San Andreas fault in California and
the north Anatolian fault in Turkey are examples of predominant strike-slip
faults.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
74/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
75/29
Earthquake Ground Shaking
The motion of the ground can be described in terms of displacement,
velocity or acceleration. The variation of ground acceleration with time
recorded at a point on ground during an earthquake is called an
accelerogram.
They carry distinct information regarding ground shaking; peak amplitude,
duration of strong shaking, frequency content (e.g., amplitude of shaking
associated with each frequency) and energy content (i.e., energy carried by
ground shaking at each frequency) are often used to distinguish them.
Peak Ground Acceleration, PGA) is physically intuitive. For instance, a
horizontal PGA value of 0.6g (= 0.6 times the acceleration due to gravity)
suggests that the movement of the ground can cause a maximum horizontal
force on a rigid structure equal to 60% of its weight. In a rigid structure, all
points in it move with the ground by the same amount, and hence experience
the same maximum acceleration of PGA.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
76/29
Generally, the maximum amplitudes of horizontal motions in the two orthogonal directions are about the same.
However, the maximum amplitude in the vertical direction is usually less than that in the horizontal direction.
In design codes, the vertical design acceleration is taken as a half to two-thirds of the horizontal design acceleration.
In contrast, the maximum horizontal and vertical ground accelerations in the vicinity of the fault rupture do not seem to have such a correlation.
Buildings have proved capable of withstanding vertical accelerations with the exception of horizontal cantilevers .
It is the horizontal accelerations that cause damage to buildings, and these must be designed for.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
77/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
78/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
79/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
80/29
Liquefaction
Quick sand condition in soils is a very well known
phenomenon. An upward flow of water through a sand leads to
this effect. Soil liquefaction is also known as quick-sand
condition.
If saturated cohesionless soils, like sands are subjected to
earthquake ground motions, the resultant tendency to compact
is accompanied by an increase in the pore water pressure in soil
and a resulting movement of water from the voids.
Being lighter than soil, water is caused to flow upward to the
ground surface, where it emerges and manifests in the form of
mud spouts or sand boils. The development of high pore water
pressure due to ground vibration and the resulting upward flow
of water turns the soil into a liquefied condition. Under this Fluid
conditions, heavier buildings sink, lighter buildings rise, and
unsymmetric building tilt
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
81/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
82/23
Jelly on a plate
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
83/23
Rupture of gas lines, overturning of
stoves and heaters, and short
circuiting of electrical wires
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
84/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
85/29
Tsunamis are giant ocean waves.
The most common causes are sudden rupture or faulting of sea bed or submarine earthquakes that shift a significant area of sea
floor upwards or downwards, displacing millions of cubic tonnes of
water.
The sudden introduction of a large amount of material into the ocean by an erupting submarine volcano, or sudden slide down
slope of ocean-floor sediments, or a landslide into water from a
cliff or collapsing volcano, has a similar effect.
Tsunamis are relatively common in earthquake-prone regions around Japan and along the rim of the Pacific Plate, and the word
tsunami is Japanese for port wave or harbour wave.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
86/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
87/23
Tendency to continue to remain in the previous position is known as inertia
From Newtons First Law of Motion, even though the base of the building moves with the ground, the roof has a tendency to stay in its original position.
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
88/29
Consider a building whose roof is supported on columns.
Yourself on the bus: when the bus suddenly starts, you are thrown backwards as if someone has applied a force on the upper body.
Similarly, when the ground moves, even the building is thrown backwards, and the roof experiences a force, called inertia force.
If the roof has a mass M and experiences an acceleration a, then from Newtons Second Law of Motion,
Inertia force FI = M times acceleration a,
Direction is opposite to that of the acceleration.
Clearly, more mass means higher inertia force. Therefore, lighter buildings sustain the earthquake shaking better.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
89/23
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
90/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
91/29
Horizontal and Vertical Shaking
Earthquakes shake the ground in all three directions along the two horizontal directions (X and Y, say), and the vertical direction (Z, say) Also, during the
earthquake, the ground shakes randomly back and forth (- and +)
All structures are primarily designed to carry the gravity loads, The downward force
Mg is called the gravity load. The vertical acceleration during ground shaking either
adds to or subtracts from the acceleration due to gravity. Since factors of safety are
used in the design of structures to resist the gravity loads, usually most structures
tend to be adequate against vertical shaking.
However, horizontal shaking along X and Y directions (both + and directions of each) can collapse buildings. Hence, it is necessary to ensure adequacy of the
structures against horizontal earthquake effects. Thus the strength of structure to
resist internal forces referred to as stiffness forces, in the vertical elements like
columns/walls, becomes critical in achieving the safety of the building.
Provided a building is provided with sufficient strength in each of the X and Y
directions it will cope with shaking in any direction. Therefore architects must
ensure that each building has a suitable structural system that can resist X and
Y direction horizontal loads.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
92/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
93/29
Flow of Inertia Forces to Foundations
Under horizontal shaking of the ground, horizontal inertia
forces are generated at level of the mass of the structure
(usually situated at the floor levels).
These lateral inertia forces are transferred by the floor slab to the walls or columns, to the foundations, and finally to the soil
system underneath.
So, each of these structural elements (floor slabs, walls, columns, and foundations) and the connections between them
must be designed to safely transfer these inertia forces through
them.
-
2005 NPEEE Earthquake Design Concept : Lecture 3: Basic Terminology &
Consequences of EQ
94/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 96/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 97/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 98/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 99/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 100/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 101/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 102/23
Fundamental natural period T is an inherent property of a building. Any alterations
made to the building will change its T
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 103/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 104/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 105/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 106/23
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
107/29
Damping is a very important dynamic characteristic of a
building. It critically controls, i.e. reduces, the response of the
structure. Damping is a property of the building material and
the way it is combined to construct the building. Hence, the
choice of the building material is a crucial indicator of damping.
Reinforced concrete structures possess more damping than
steel structures. Damping also increases with increasing
response and damage during earthquakes.
Damping reduces the build-up of earthquake inertial forces
and reduces resonance.
We experience damping in cars which are fitted with
shock-absorbers that quickly dampen out vertical vibrations caused when a car travels over a bump. The damping in
buildings has the same effect but is smaller in its intensity.
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 108/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 109/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 110/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 111/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 112/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 113/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 114/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 115/23
-
2005 NPEEE Earthquake Design Concept : Lecture 4: Factors Affecting EQ Loads 116/23
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
118/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
119/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
120/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
121/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
122/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
123/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
124/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
125/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
126/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
127/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
128/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
129/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
130/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
131/16
-
2005 NPEEE Earthquake Design Concept : Lecture 5: Earthquake Load on Simple
Buildings
132/16
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
134/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
135/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
136/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
137/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
138/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
139/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
140/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
141/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
142/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
143/15
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
144/29
IS 1893 (Part 1) : 2002
IS 1893 is the main code that provides the seismic zone map (Figure 3) and
specifies the seismic design force. This force depends on the mass and
seismic coefficient of the structure; the latter in turn depends on properties like
seismic zone in which structure lies, importance of the structure, its stiffness,
the soil on which it rests, and its ductility. For example, a building in Bhuj will
have 2.25 times the seismic design force of an identical building in Bombay.
Similarly, the seismic coefficient for a single-storey building may be 2.5 times
that of a 15-storey building.
The revised 2002 edition, Part 1 of IS1893, contains provisions that are
general in nature and those applicable for buildings. The other four parts of IS
1893 will cover: Liquid-Retaining Tanks, both elevated and ground supported
(Part 2); Bridges and Retaining Walls (Part 3); Industrial Structures including
Stack-Like Structures (Part 4); and Dams and Embankments (Part 5). These
four documents are under preparation. In contrast, the 1984 edition of IS1893
had provisions for all the above structures in a single document.
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
145/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
146/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
147/15
-
2005 NPEEE Earthquake Design Concept : Lecture 6: Seismic Design Philosophy & Code
Requirement
148/15
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 150/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 151/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 152/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 153/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 154/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 155/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 156/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 157/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 158/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 159/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 160/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 161/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 162/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 163/16
-
2005 NPEEE Earthquake Design Concept : Lecture 7:Calculation of Design EQ Loads 164/16
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 165/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 166/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 167/13
Two points to note
1. 80% of the mass of a
building is in its floor
slabs, floor live loads,
and the beams,
earthquake loads are
applied at the roof and
floor levels
2. In the case of wind
loads. However, in reality
all earthquake loads act
within the building.
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 168/13
Effect of the Earthquake
Loads
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 169/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 170/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 171/13
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
172/29
Strength
After calculating the earthquake loads, the structural engineer analyses
the structure, usually with the help of computer software. The shear forces,
bending moments and axial loads in each member are determined, and the
required strength is provided in them.
In the case of a RC structure, members must possess enough
longitudinal and transverse reinforcing steel to resist the shear force and
bending moments due to both gravity and earthquake loads.
The strength of the building will be developed at a given amount of
sideways deflection or drift. After reaching its maximum strength members of
a ductile building will begin to yield in a ductile manner and the building will
drift with no significant gain or loss of strength.
The maximum building strength is greater than the Design strength. This
is because reinforcing steel and (hopefully) the concrete is stronger than that
specified.
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 173/13
Columns had no ductile detailing.
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 174/13
Poorly designed buildings may not collapse, but may be irreparably damaged
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 175/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 176/13
-
2005 NPEEE Earthquake Design Concept : Lecture 8: Vertical Distribution of Base Shear 177/13
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
179/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
180/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
181/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
182/23
Consider a well configured building comprising flat slab construction and shear walls.
Gravity loads are resisted by the slabs and columns, while horizontal loads in both the
X and Y direction, are resisted by shear walls. The flat slab-column system will not
resist any significant horizontal forces because it is much more flexible than the stiff
shear walls
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
183/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
184/23
frames to perform well during strong shaking columns must be stronger than
beams. As a rule-of-thumb, columns must be at least as deep as the beams.
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
185/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
186/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
187/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
188/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
189/23
The first requirement is that the wall must be continuous from foundation to roof.
Secondly, a strong foundation system is required to resist overturning moments
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
190/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
191/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
192/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
193/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
194/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
195/23
Y
X
Y
X Plan
Plan
Frame in
X and Y-directions
Shear walls in
Y-direction
Frame in
X-direction
Figure 19
Examples of Structural System per Direction
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
196/23
-
2005 NPEEE Earthquake Design Concept : Lecture 9: Overview of EQ resistant Structural
Systems
197/23
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 199/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 201/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 202/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 203/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 204/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 205/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 206/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 207/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 208/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 209/29
-
Classification of Earthen
Constructions
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 211/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 212/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 214/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 215/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 216/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 217/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 218/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 219/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 220/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 222/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 223/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 224/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 225/29
-
2005 NPEEE Earthquake Design Concept : Lecture 10: Earthen & Stone Wall Building 226/29
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 228/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 229/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 230/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 231/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 232/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 233/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 234/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 235/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 236/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 237/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 238/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 239/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 240/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 241/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 242/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 243/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 244/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 245/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 246/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 248/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 249/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 250/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 251/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 252/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 253/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 254/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 255/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 257/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 258/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 259/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 260/35
-
2005 NPEEE Earthquake Design Concept : Lecture 11: Load Bearing Masonry Buildings 261/35
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 263/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 264/33
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
265/29
Components of Moment-Resisting Frames
It is good practice to make the column cross-section rectangular and deeper
so that it can possess enough bending and shear strength. Note that the frame
is effective in the direction of the plane of the frame only. The frame will not
resist any loads at right angles to its length as its columns are too weak and
there are no beams framing into the columns in that direction.
RC moment-resisting frames require special reinforcement detailing, their
members should not be too small. The minimum size of columns should be 230
mm wide by 400 deep and such small members might even be too small for a
building over two storeys high depending on the seismic zone etc.
Since small structural member sizes are not recommended, the spans of
moment-resisting frames to resist seismic loads as well as gravity loads from
floor slabs, the distance between column centre-lines should typically be in the
range from 5m to 8m. Once the span exceeds 8m the beams become quite
deep and might not allow enough clear inter-storey height.
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 266/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 267/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 268/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 269/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 270/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 271/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 272/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 273/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 274/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 275/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 276/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 277/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 278/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 279/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 280/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 281/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 282/33
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
283/29
The Indian Standard IS:1893 (Part 1) 2002 defines two types of earthquake
load moment-resisting frames.
1. Ordinary RC moment-resisting frames for which a Response Reduction Factor R=3.0 is specified. Then there are Special RC moment-resisting frames, or ductile frames with a R=5.0. Special frames require a Capacity Design Approach and special detailing to achieve the required amount of
ductility. Ordinary frames are not provided with such ductile features but
are designed stronger, in fact by 67%. In spite of their extra strength their
lack of ductility has lead to the Standard allowing their use in Seismic Zone
2 only.
2. Although in theory Special RC moment-resisting frames are ductile, in
practice it is very difficult to achieve the intentions and the requirements of the
Standard both in the design office and on the construction site. For a ductile
frame to have a high level of reliability very high design and construction quality
is necessary. If there is doubt about such quality assurance it is better to
consider using RC shear walls instead to resist seismic loads.
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 284/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 285/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 286/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 287/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 288/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 289/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 290/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 291/33
-
2005 NPEEE Earthquake Design Concept : Lecture 13: MRF buildings 292/33
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 294/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 295/37
An unreinforced masonry structure in a high seismic hazard zone
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 296/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 297/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 298/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 299/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 300/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 301/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 302/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 303/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 304/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 305/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 306/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 307/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 308/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 309/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 310/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 311/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 312/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 313/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 314/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 315/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 316/37
All occupants in this strong-beam weak-column building were killed in the collapse
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 317/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 318/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 319/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 320/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 321/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 322/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 323/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 324/37
-
2005 NPEEE Earthquake Design Concept : Lecture 14: Ductility of MRFs 325/37
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 327/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 328/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 329/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 330/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 331/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 332/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 333/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 334/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 335/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 336/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 337/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 338/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 339/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 340/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 341/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 342/22
-
2005 NPEEE Earthquake Design Concept : Lecture 15: Cross-Braced Frames 343/22
Especially for one or two-bay
frames, tension piles may
become necessary to prevent a
braced frame from overturning
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 345/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 346/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 347/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 348/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 349/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 350/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 351/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 352/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 353/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 354/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 355/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 356/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 357/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 358/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 359/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 360/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 361/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 362/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 363/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 364/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 365/23
-
2005 NPEEE Earthquake Design Concept : Lecture 16: Floor & Roof Diaphragm 366/23
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 368/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 369/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 370/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 371/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 372/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 373/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 374/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 375/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 376/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 377/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 378/16
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Load Paths 379/16
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 381/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 382/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 383/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 384/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 385/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 386/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 387/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 388/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 389/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 390/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 391/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 392/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 393/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 394/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 395/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 396/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 397/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 398/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 399/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 400/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 401/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 402/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 403/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 404/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 405/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 406/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 407/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 408/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 409/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 410/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 411/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 412/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 413/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 414/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 415/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 416/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 417/45
-
2005 NPEEE Earthquake Design Concept : Lecture 18: Vernacular Structural Systems 418/45
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 420/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 421/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 422/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 423/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 424/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 425/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 426/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 427/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 428/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 429/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 430/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 431/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 432/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 433/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 434/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 435/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 436/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 437/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 438/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 439/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 441/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 442/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 443/26
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Plan Configuration 444/26
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 446/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 447/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 448/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 449/30
This is one of the most common
configuration deficiencies. It leads to
many buildings collapsing in
damaging earthquakes. Such
buildings are commonly known as
Soft-Storey Buildings.
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 450/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 451/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 452/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 453/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 454/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 455/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 456/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 457/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 458/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 459/30
The Indian seismic code (IS:1893 (Part1) - 2002) mentions another approach. It states
that the frame should be 2.5 times stronger than usual, or provide a RC shear wall
whose strength is 1.5 times the forces appearing on the ground storey elements
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 460/30
Poor behaviour of short columns is due to the fact that in an earthquake, a tall
column and a short column of same cross-section move horizontally by same
amount .
However, the short column is stiffer as compared to the tall column, and it
attracts larger earthquake force. Stiffness of a column means resistance to
deformation the larger is the stiffness, larger is the force required to deform it.
If a short column is not adequately designed for such a large force, it can suffer
significant damage during an earthquake. This behaviour is called Short
Column Effect. The damage in these short columns is often in the form of X-
shaped cracking as a result of brittle shear failure
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 461/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 462/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 463/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 464/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 465/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 466/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 467/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 468/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 469/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 470/30
This question is often asked by architects!
The answer goes like this:
you may have slender columns, but only if you provide another structural
system, such as RC shear walls somewhere else in plan, that will resist all
earthquake loads. This technique then frees up the slender columns to carry
gravity load only in which case they can be slender.
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 471/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 472/30
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 473/30
In plaza type buildings, the usual solution is to separate the podium from the tower.
-
2005 NPEEE Earthquake Design Concept : Lecture 17: Vertical Configuration 474/30
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 476/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 477/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 478/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 479/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 480/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 482/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 483/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 484/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 485/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 486/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 487/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 488/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 489/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 491/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 492/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 493/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 494/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 495/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 496/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 497/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 498/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 499/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 500/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 501/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 502/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 503/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 504/32
-
2005 NPEEE Earthquake Design Concept : Lecture 21: Masonry Infill Walls 505/32
-
Infill walls can be a valuable means of bracing for
low-rise buildings (no more than four storeys high,
provided they are continuous up the building, there
a plenty of infills in each principal direction and they
are reasonably symmetrically placed. However, so
often infills cause structural problems that lead to
building collapse.
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 508/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 509/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 511/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 512/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 513/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 514/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 515/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 516/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 517/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 518/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 519/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 520/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 521/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 522/30
The architect should obtain the inter-storey drifts from the structural engineer and then
ensure the glazing is separated from its frames by sufficient clearances. If the
clearances required are quite large, special seismic mullions which provide considerable clearance can be used.
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 523/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 524/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 525/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 526/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 527/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 528/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 529/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 530/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 531/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 532/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 533/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 534/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 535/30
-
2005 NPEEE Earthquake Design Concept : Lecture 22: Non-structural Elements 536/30
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 538/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 539/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 540/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 541/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 542/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 543/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 544/14
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
545/29
At the level of roof of the lower building, maximum drift = 0.02x15,000
= 300mm
Total gap required = 2x300mm
= 600mm.
This can be reduced by 50% if floor levels are aligned, and further if the structure
is less flexible than specified by the standard.
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 546/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 547/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 548/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 549/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 550/14
-
2005 NPEEE Earthquake Design Concept : Lecture 19: Pounding & Seismic Joints 551/14
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 553/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 554/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 555/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 556/9
Although the design of building foundations is the
responsibility of the structural engineer, who may consult a
geotechnical engineer when designing large buildings and
where difficult soil conditions exist, architects need to
understand the process and arrange sufficient funding from
the client.
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 557/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 558/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 559/9
-
2005 NPEEE Earthquake Design Concept : Lecture 24: Cantilever, Foundation 560/9
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 562/25
Retrofitting is the process of structural
upgrading of an existing building to meet
seismic design standards close to or
equivalent to standards expected of new
buildings.
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 563/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 564/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 565/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 566/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 567/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 568/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 569/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 570/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 571/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 573/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 574/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 575/25
-
2005 NPEEE Earthquake Design Concept : Lecture 1: Impact of Earthquakes
576/29
Seismic isolation is a relatively recent and evolving technology. It has been in
increased use since the 1980s, and has been well evaluated and reviewed
internationally.
Base isolation has now been used in numerous buildings in countries like Italy,
Japan, New Zealand, and USA. Base isolation is also useful for retrofitting
important buildings (like hospitals and historic buildings). By now, over 1000
buildings across the world have been equipped with seismic base isolation.
In India, base isolation technique was first demonstrated after the 1993 Killari
(Maharashtra) Earthquake [EERI, 1999].
Two single storey buildings (one school building and another shopping complex
building) in newly relocated Killari town were built with rubber base isolators
resting on hard ground.
Both were brick masonry buildings with concrete roof. After the 2001 Bhuj
(Gujarat) earthquake, the four-storey Bhuj Hospital building was built with the
base isolation technique.
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 577/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 578/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 579/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 580/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 581/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 582/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 583/25
-
2005 NPEEE Earthquake Design Concept : Lecture 25: Retroffiting & Base-Isolation 584/25
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
586/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
587/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
588/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
589/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
590/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
591/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
592/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
593/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
594/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
595/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
596/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
597/41
This building was pushed upwards by about 7cm during the 2001 Bhuj earthquake
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
598/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
599/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
600/41
Steeper slopes have greater tendency to
undergo sliding failure under strong earthquake
shaking, particularly if the soil is saturated.
Steep slopes are prone to sliding in
earthquakes
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
601/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
602/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
603/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
604/41
-
2005 NPEEE Earthquake Design Concept : Lecture 27: Urban Planning and Professional
Communication
top related