1893-part-1-2016 for Earthquake load design

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Criteria for Earthquake Resistant
Design of Structures
Part 1 General Provisions and Buildings
( Sixth Revision )
ICS 91.120.25
IS 1893 (Part 1) : 2016
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Indian Standard
Price Group 12
December 2016
© BIS 2016
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MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI-110002
www.bis.gov.in www.standardsbis.in

Earthquake Engineering Sectional Committee, CED 39
FOREWORD
This Indian Standard (Part 1) (Sixth Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Earthquake Engineering Sectional Committee had been approved by the Civil Engineering Division
Council.
India is prone to strong earthquake shaking, and hence earthquake resistant design is essential. The Committee
has considered an earthquake zoning map based on the maximum intensities at each location as recorded from
damage surveys after past earthquakes, taking into account,
a) known magnitudes and the known epicentres (see Annex A) assuming all other conditions as being
average; and
b) tectonics (see Annex B) and lithology (see Annex C) of each region.
The Seismic Zone Map (seeFig. 1) is broadly associated with 1964 MSK Intensity Scale (seeAnnex D) corresponding
to VI (or less), VII, VIII and IX (and above) for Seismic Zones II, III, IV and V, respectively. Seismic Zone Factors
for some important towns are given in Annex E.
Structures designed as per this standard are expected to sustain damage during strong earthquake ground shaking.
The provisions of this standard are intended for earthquake resistant design of only normal structures (without
energy dissipation devices or systems in-built). This standard provides the minimum design force for earthquake
resistant design of special structures (such as large and tall buildings, large and high dams, long-span bridges and
major industrial projects). Such projects require rigorous, site-specific investigation to arrive at more accurate
earthquake hazard assessment.
To control loss of life and property, base isolation or other advanced techniques may be adopted. Currently, the
Indian Standard is under formulation for design of such buildings; until the standard becomes available, specialist
literature should be consulted for design, detail, installation and maintenance of such buildings.
IS 1893 : 1962 ‘Recommendations for earthquake resistant design of structures’ was first published in 1962, and
revised in 1966, 1970, 1975 and 1984. Further, in 2002, the Committee decided to present the provisions for different
types of structures in separate parts, to keep abreast with rapid developments and extensive research carried out
in earthquake-resistant design of various structures. Thus, IS 1893 was split into five parts. The other parts in the
series are:
Part 1 General provisions and buildings
Part 2 Liquid retaining tanks — Elevated and ground supported
Part 3 Bridges and retaining walls
Part 4 Industrial structures, including stack-like structures
Part 5 Dams and embankments (to be formulated)
This standard (Part 1) contains general provisions on earthquake hazard assessment applicable to all buildings
and structures covered in Parts 2 to 5. Also, Part 1 contains provisions specific to earthquake-resistant design of
buildings. Unless stated otherwise, the provisions in Parts 2 to 5 are to be read necessarily in conjunction with the
general provisions as laid down in Part 1.
In this revision, the following changes have been included:
a) Design spectra are defined for natural period up to 6 s;
b) Same design response spectra are specified for all buildings, irrespective of the material of construction;

c) Bases of various load combinations to be considered have been made consistent for earthquake effects,
with those specified in the other codes;
d) Temporary structures are brought under the purview of this standard;
e) Importance factor provisions have been modified to introduce intermediate importance category of
buildings, to acknowledge the density of occupancy of buildings;
f) A provision is introduced to ensure that all buildings are designed for at least a minimum lateral force;
g) Buildings with flat slabs are brought under the purview of this standard;
h) Additional clarity is brought in on how to handle different types of irregularity of structural system;
j) Effect of masonry infill walls has been included in analysis and design of frame buildings;
k) Method is introduced for arriving at the approximate natural period of buildings with basements, step
back buildings and buildings on hill slopes;
m) Provisions on torsion have been simplified; and
n) Simplified method is introduced for liquefaction potential analysis.
In the formulation of this standard, effort has been made to coordinate with standards and practices prevailing in
different countries in addition to relating it to the practices in the field in this country. Assistance has particularly
been derived from the following publications:
1) IBC 2015, International Building Code, International Code Council, USA, 2015
2) NEHRP2009,NEHRPRecommendedSeismicProvisionsforNewBuildingsandOtherStructures,ReportNo.
FEMAP-750,FederalEmergency Management Agency,Washington,DC,USA,2009
3) ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil
Engineers, USA, 2010
4) NZS 1170.5: 2004, Structural Design Actions, Part 5: Earthquake Actions – New Zealand, Standards New
Zealand, Wellington, New Zealand, 2004
Also, considerable assistance has been given by Indian Institutes of Technology, Jodhpur, Madras, Bombay,
Roorkee and Kanpur; Geological Survey of India; India Meteorological Department, National Centre for Seismology
(Ministry of Earth Sciences, Govt of India) and several other organizations. Significant improvements have been
made to the standard based on findings of a project entitled, ‘Review of Building Codes and Preparation of
Commentary and Handbooks’ awarded to IIT Kanpur by the Gujarat State Disaster Management Authority
(GSDMA), Gandhinagar, through World Bank finances during 2003-2004.
The units used with the items covered by the symbols shall be consistent throughout this standard, unless
specifically noted otherwise.
The composition of the Committee responsible for the formulation of this standard is given in Annex G.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2 : 1960
‘Rules for rounding off numerical values (revised)’. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.

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IS 1893 (Part 1) : 2016
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT DESIGN
OF STRUCTURES
PART 1 GENERAL PROVISIONS AND BUILDINGS
( Sixth Revision )
1SCOPE
1.1 This standard (Part 1) primarily deals with
earthquake hazard assessment for earthquake-resistant
design of (1) buildings, (2) liquid retaining structures,
(3) bridges, (4) embankments and retaining walls,
(5) industrial and stack-like structures, and (6) concrete,
masonry and earth dams. Also, this standard (Part 1)
deals with earthquake-resistant design of buildings;
earthquake-resistant design of the other structures is
dealt with in Parts 2 to 5.
1.2 All structures, like parking structures, security
cabins and ancillary structures need to be designed for
appropriate earthquake effects as per this standard.
1.3Temporaryelements,suchasscaffoldingandtemporary
excavations, need to be designed as per this standard.
1.4 This standard does not deal with construction
features relating to earthquake-resistant buildings and
other structures. For guidance on earthquake-resistant
construction of buildings, reference may be made to the
latest revisions of the following Indian Standards:
IS 4326, IS 13827, IS 13828, IS 13920, IS 13935 and
IS 15988.
1.5 The provisions of this standard are applicable even
to critical and special structures, like nuclear power
plants, petroleum refinery plants and large dams. For
such structures, additional requirements may be
imposed based on special studies, such as site-specific
hazard assessment. In such cases, the earthquake
effects specified by this standard shall be taken as at
least the minimum.
2REFERENCES
The standards listed below contain provisions, which,
through reference in this text, constitute provisions of
this standard. At the time of publication, the editions
indicated were valid. All standards are subject to
revision, and parties to agreements based on this
standard are encouraged to investigate the possibility
of applying the most recent editions of the standards
indicated below:
IS No. Title
456:2000 Code of practice for plain and
reinforced concrete (fourth revision)
IS No. Title
800:2007 Code of practice for general
construction in steel (second revision)
875 Code of practice for design loads
(other than earthquake) for buildings
and structures:
(Part1:1987) Dead loads — Unit weights of
building
material and stored materials (second
revision)
(Part2:1987) Imposed loads (second revision)
(Part3:2015) Wind loads (third revision)
(Part4:1987) Snow loads (second revision)
(Part5:1987) Special loads and load combinations
(second revision)
1343:2012 Code of practice for prestressed
concrete (second revision)
1498:1970 Classification and identification of
soils for general engineering
purposes (first revision)
1888:1982 Method of load test on soils (second
revision)
1893 Criteriaforearthquakeresistantdesign
of structures:
(Part2):2014 Liquid retaining tanks
(Part3):2014 Bridges and retaining walls
(Part 4) : 2015 Industrial structures including stack-
like structures (first revision)
1905:1987 Code of practice for structural use of
unreinforced masonry (third revision)
2131:1981 Method of standard penetration test
for soils (first revision)
2809:1972 Glossaryoftermsandsymbolsrelating
to soil engineering (first revision)
2810:1979 Glossary of terms relating to soil
dynamics (first revision)
2974 Code of practice for design and cons-
truction of machine foundations:
(Part1):1982 Foundation for reciprocating type
machines
(Part 2) : 1980 Foundations for impact type
machines (Hammer foundations)
(Part3):1992 Foundations for rotary type machines
(Medium and high frequency)
(Part 4) : 1979 Foundations for rotary type
machines of low frequency

2
IS 1893 (Part 1) : 2016
IS No. Title
(Part 5) : 1987 Foundations for impact machines
other than hammer (Forging and
stamping press, pig breaker, drop
crusher and jolter)
4326:2013 Earthquake resistant design and
construction of buildings—Code of
Practice (third revision)
6403:1981 Code of practice for determination of
bearing capacity of shallow
foundations (first revision)
13827:1993 Improving earthquake resistance of
earthen buildings — Guidelines
13828:1993 Improving earthquake resistance of
low strength masonry buildings —
Guidelines
13920:2016 Ductile design and detailing of
reinforced concrete structures
subjected to seismic forces — Code
of practice (first revision)
13935:1993 Repair and seismic strengthening of
buildings — Guidelines
15988:2013 Seismic evaluation and
strengthening of existing reinforced
concrete building — Guidelines
SP7:2016 NationalBuildingCodeofIndia:Part6
(Part 6/Sec 4) Structural Design, Section 4 Masonry
3 TERMINOLOGY
For the purpose of this standard, definitions given
below shall apply to all structures, in general. For
definition of terms pertaining to soil mechanics and
soil dynamics, reference may be made to IS 2809 and
IS 2810, and for definition of terms pertaining to ‘loads’,
reference may be made to IS 875 (Parts 1 to 5).
3.1 Closely-Spaced Modes — Closely-spaced modes
of a structure are those of the natural modes of
oscillation of a structure, whose natural frequencies
differ from each other by 10 percent or less of the lower
frequency.
3.2 Critical Damping — The damping beyond which
the free vibration motion will not be oscillatory.
3.3 Damping — The effect of internal friction,
inelasticity of materials, slipping, sliding, etc, in
reducing the amplitude of oscillation; it is expressed as
a fraction of critical damping (see 3.2).
3.4 Design Acceleration Spectrum — Design
acceleration spectrum refers to an average
smoothened graph of maximum acceleration as a
function of natural frequency or natural period of
oscillation for a specified damping ratio for the
expected earthquake excitations at the base of a
single degree of freedom system.
3.5 Design Horizontal Acceleration Coefficient (Ah)—
It is a horizontal acceleration coefficient that shall be
used for design of structures.
3.6 Design Horizontal Force — It is the horizontal
seismic force prescribed by this standard that shall be
used to design a structure.
3.7 Ductility — It is the capacity of a structure (or its
members) to undergo large inelastic deformations
without significant loss of strength or stiffness.
3.8 Epicentre — It is the geographical point on the
surface of earth vertically above the point of origin of
the earthquake.
3.9 Floor Response Spectrum — It is the response
spectrum (for a chosen material damping value) of the
time history of the shaking generated at a floor of a
structure, when the structure is subjected to a given
earthquake ground motion at its base.
3.10ImportanceFactor(I)—Itisafactorusedtoestimate
design seismic force depending on the functional use of
the structure, characterized by hazardous consequences
of its failure, post-earthquake functional needs, historical
value, or economic importance.
3.11 Intensity of Earthquake — It is the measure of the
strength of ground shaking manifested at a place during
the earthquake, and is indicated by a roman capital
numeral on the MSK scale of seismic intensity (see
Annex D).
3.12 Liquefaction — It is a state primarily in saturated
cohesionless soils wherein the effective shear strength is
reduced to negligible value for all engineering purposes,
when the pore pressure approaches the total confining
pressure during earthquake shaking. In this condition,
the soil tends to behave like a fluid mass (see Annex F).
3.13 Lithological Features — Features that reflect the
nature of the geological formation of the earth’s crust
above bed rock characterized on the basis of structure,
mineralogical composition and grain size.
3.14 Modal Mass (Mk) in Mode (k) of a Structure — It
is a part of the total seismic mass of the structure that
is effective in natural mode k of oscillation during
horizontal or vertical ground motion.
3.15 Modal Participation Factor (Pk) in Mode (k) of a
Structure — The amount by which natural mode k
contributes to overall oscillation of the structure during
horizontal or vertical earthquake ground motion. Since
the amplitudes of mode shapes can be scaled arbitrarily,
the value of this factor depends on the scaling used
for defining mode shapes.
3.16 Modes of Oscillation — See 3.19.
3.17 Mode Shape Coefficient (φik) — It is the spatial

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IS 1893 (Part 1) : 2016
deformation pattern of oscillation along degree of
freedom i, when the structure is oscillating in its natural
mode k. A structure with N degrees of freedom
possesses N natural periods and N associated natural
mode shapes. These natural mode shapes are together
presented in the form of a mode shape matrix [φ], in
which each column represents one natural mode shape.
The element φik is called the mode shape coefficient
associated with degree of freedom i, when the structure
is oscillating in mode k.
3.18 Natural Period (Tk) in Mode (k) of Oscillation —
The time taken (in second) by the structure to complete
one cycle of oscillation in its natural mode k of
oscillation.
3.18.1 Fundamental Lateral Translational Natural
Period (T1) — It is the longest time taken (in second)
by the structure to complete one cycle of oscillation in
its lateral translational mode of oscillation in the
considered direction of earthquake shaking. This mode
of oscillation is called the fundamental lateral
translational natural mode of oscillation. A three-
dimensional model of a structure will have one such
fundamental lateral translational mode of oscillation
along each of the two orthogonal plan directions.
3.19 Normal Mode of Oscillation — The mode of
oscillation in which there are special undamped free
oscillations in which all points on the structure oscillate
harmonically at the same frequency (or period), such
that all these points reach their individual maximum
responses simultaneously.
3.20 Peak Ground Acceleration — It is the maximum
acceleration of the ground in a given direction of ground
shaking. Here, the acceleration refers to that of the
horizontal motion, unless specified otherwise.
3.21 Response Reduction Factor (R) — It is the factor
by which the base shear induced in a structure, if it
were to remain elastic, is reduced to obtain the design
base shear. It depends on the perceived seismic damage
performance of the structure, characterized by ductile
or brittle deformations, redundancy in the structure, or
overstrength inherent in the design process.
3.22 Response Spectrum — It is the representation of
maximum responses of a spectrum of idealized single
degree freedom systems of different natural periods
but having the same damping, under the action of the
same earthquake ground motion at their bases. The
response referred to here can be maximum absolute
acceleration, maximum relative velocity, or maximum
relative displacement.
3.23 Response Acceleration Coefficient of a Structure
(Sa/g) — It is a factor denoting the normalized design
acceleration spectrum value to be considered for the
design of structures subjected to earthquake ground
shaking; this value depends on the natural period of
oscillation of the structure and damping to be
considered in the design of the structure.
3.24 Seismic Mass of a Floor — It is the seismic weight
of the floor divided by acceleration due to gravity.
3.25 Seismic Mass of a Structure — It is the seismic
weight of a structure divided by acceleration due to
gravity.
3.26 Seismic Weight of a Floor (W) — It is the sum of
dead load of the floor, appropriate contributions of
weights of columns, walls and any other permanent
elements from the storeys above and below, finishes
and services, and appropriate amounts of specified
imposed load on the floor.
3.27 Seismic Weight of a Structure (W) — It is the
sum of seismic weights of all floors.
3.28 Seismic Zone Factor (Z) — It is the value of peak
ground acceleration considered by this standard for
the design of structures located in each seismic zone.
3.29 Time History Analysis — It is an analysis of the
dynamic response of the structure at each instant of
time, when its base is subjected to a specific ground
motion time history.
4 SPECIAL TERMINOLOGY FOR BUILDINGS
4.1 The definitions given below shall apply for the
purpose of earthquake resistant design of buildings,
as enumerated in this standard.
4.2 Base — It is the level at which inertia forces
generated in the building are considered to be
transferred to the ground through the foundation. For
buildings with basements, it is considered at the
bottommost basement level. For buildings resting on,
a) pile foundations, it is considered to be at the
top of pile cap;
b) raft, it is considered to be at the top of raft;
and
c) footings, it is considered to be at the top of
the footing.
For buildings with combined types of foundation, the
base is considered as the bottom-most level of the bases
of the constituent individual foundations as per
definitions above.
4.3 Base Dimension (d) — It is the dimension (in metre)
of the base of the building along a direction of shaking.
4.4 Centre of Mass (CM) — The point in the floor of a
building through which the resultant of the inertia force
of the floor is considered to act during earthquake

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IS 1893 (Part 1) : 2016
shaking. Unless otherwise stated, the inertia force
considered is that associated with the horizontal
shaking of the building.
4.5 Centre of Resistance (CR)
4.5.1 For Single Storey Buildings — It is the point on
the roof of a building through which when the resultant
internal resistance acts, the building undergoes,
a) pure translation in the horizontal direction;
and
b) no twist about vertical axis passing through
the CR.
4.5.2 For Multi-Storey Buildings — It is the set of
points on the horizontal floors of a multi-storey building
through which, when the resultant incremental internal
resistances across those floors act, all floors of the
building undergo,
a) pure translation in the horizontal direction;
and
b) no twist about vertical axis passing through
the CR.
4.6 Eccentricity
4.6.1 Design Eccentricity (edi) — It is the value of
eccentricity to be used for floor i in calculations of
design torsion effects.
4.6.2 Static Eccentricity (esi) — It is the distance
between centre of mass (CM) and centre of resistance
(CR) of floor i.
4.7DesignSeismicBaseShear(VB)—Itisthehorizontal
lateral force in the considered direction of earthquake
shaking that the structure shall be designed for.
4.8 Diaphragm — It is a horizontal or nearly horizontal
structural system (for example, reinforced concrete
floors and horizontal bracing systems), which transmits
lateral forces to vertical elements connected to it.
4.9 Height of Floor (hi) — It is the difference in vertical
elevations (in metre) of the base of the building and
top of floor i of the building.
4.10 Height of Building (h) — It is the height of building
(in metre) from its base to top of roof level,
a) excluding the height of basement storeys, if
basement walls are connected with the ground
floor slab or basement walls are fitted between
the building columns, but
b) including the height of basement storeys, if
basement walls are not connected with the
ground floor slab and basement walls are not
fitted between the building columns.
In step-back buildings, it shall be taken as the average
of heights of all steps from the base, weighted with
their corresponding floor areas. And, in buildings
founded on hill slopes, it shall be taken as the height of
the roof from the top of the highest footing level or pile
cap level.
4.11 Horizontal Bracing System — It is a horizontal
truss system that serves the same function as a
diaphragm.
4.12 Joints — These are portions of columns that are
common to beams/braces and columns, which frame
into columns.
4.13 Lateral Force Resisting System — It is part of
the structural system, and consists of all structural
members that resist lateral inertia forces induced in the
building during earthquake shaking.
4.14 Moment-Resisting Frame — It is an assembly of
beams and columns that resist induced and externally
applied forces primarily by flexure.
4.14.1 Ordinary Moment-Resisting Frame (OMRF) —
It is a moment-resisting frame designed and detailed as
per IS 456 or IS 800, but not meeting special detailing
requirements for ductile behaviour as per IS 13920 or
IS 800, respectively.
4.14.2 Special Moment-Resisting Frame (SMRF) — It
is a moment-resisting frame designed and detailed as
per IS 456 or IS 800, and meeting special detailing
requirements for ductile behaviour as per IS 13920 or
IS 800, respectively.
4.15 Number of Storeys (n)— It is the number of levels
of a building above the base at which mass is present
in substantive amounts. This,
a) excludes the basement storeys, where
basement walls are connected with the ground
floor deck or fitted between the building
columns; and
b) includes the basement storeys, when they are
not so connected.
4.16 Core Structural Walls, Perimeter Columns,
Outriggers and Belt Truss System — It is a structural
system comprising of a core of structural walls and
perimeter columns, resisting the vertical and lateral
loads, with
a) the core structural walls connected to select
perimeter column element(s) (often termed
outrigged columns) by deep beam elements,
known as outriggers, at discrete locations
along the height of the building; and
b) the outrigged columns connected by deep
beam elements (often known as belt truss),

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IS 1893 (Part 1) : 2016
typically at the same level as the outrigger
elements.
A structure with this structural system has enhanced
lateral stiffness, wherein core structural walls and
perimeter columns are mobilized to act with each other
through the outriggers, and the perimeter columns
themselves through the belt truss. The global lateral
stiffness is sensitive to: flexural stiffness of the core
element, the flexural stiffness of the outrigger
element(s), the axial stiffness of the outrigged
column(s), and the flexural stiffness of the outrigger
elements connecting the core structural walls to the
perimeter columns.
4.17 Principal Plan Axes — These are two mutually
perpendicular horizontal directions in plan of a building
along which the geometry of the building is oriented.
4.18 P-∆
∆
∆
∆
∆ Effect — It is the secondary effect on shear
forces and bending moments of lateral force resisting
elements generated under the action of the vertical
loads, interacting with the lateral displacement of
building resulting from seismic effects.
4.19 RC Structural Wall — It is a wall designed to
resist lateral forces acting in its own plane.
4.19.1 Ordinary RC Structural Wall — It is a reinforced
concrete (RC) structural wall designed and detailed as
per IS 456, but not meeting special detailing
requirements for ductile behaviour as per IS 13920.
4.19.2 Special RC Structural Wall — It is a RC
structural wall designed and detailed as per IS 13920,
and meeting special detailing requirements for ductile
behaviour as per IS 13920.
4.20 Storey — It is the space between two adjacent
floors.
4.20.1 Soft Storey — It is one in which the lateral
stiffness is less than that in the storey above. The storey
lateral stiffness is the total stiffness of all seismic force
resisting elements resisting lateral earthquake shaking
effects in the considered direction.
4.20.2 Weak Storey — It is one in which the storey
lateral strength [cumulative design shear strength of
all structural members other than that of unreinforced
masonry (URM) infills] is less than that in the storey
above. The storey lateral strength is the total strength
of all seismic force resisting elements sharing the lateral
storey shear in the considered direction.
4.21 Storey Drift — It is the relative displacement
between the floors above and/or below the storey under
consideration.
4.22 Storey Shear (Vi) — It is the sum of design lateral
forces at all levels above the storey i under
consideration.
4.23 Storey Lateral Shear Strength (Si) — It is the
total lateral strength of all lateral force resisting
elements in the storey considered in a principal plan
direction of the building.
4.24 Storey Lateral Translational Stiffness (Ki) — It
is the total lateral translational stiffness of all lateral
force resisting elements in the storey considered in a
principal plan direction of the building.
4.25 RC Structural Wall Plan Density (ρsw) — It is
the ratio of the cross-sectional area at the plinth level
of RC structural walls resisting the lateral load and the
plinth of the building, expressed as a percentage.
5 SYMBOLS
The symbols and notations given below apply to the
provisions of this standard:
Ah Design horizontal earthquake acceleration
coefficient
Ak Design horizontal earthquake acceleration
spectrum value for mode k of oscillation
bi Plan dimension of floor i of the building,
perpendicular to direction of earthquake
shaking
C Index for the closely-spaced modes
d Base dimension (in metre) of the building in
the direction in which the earthquake
shaking is considered
DL Response quantity due to dead load
edi Design eccentricity to be used at floor i
calculated as per 7.8.2
esi Static eccentricity at floor i defined as the
distance between centre of mass and centre
of resistance
ELX Response quantity due to earthquake load
for horizontal shaking along X-direction
ELY Response quantity due to earthquake load
for horizontal shaking along Y-direction
ELZ Response quantity due to earthquake load
for horizontal shaking along Z-direction
Froof Design lateral forces at the roof due to all
modes considered
Fi Design lateral forces at the floor i due to all
modes considered
g Acceleration due to gravity
h Height (in metre) of structure
hi Height measured from the base of the
building to floor i
I Importance factor
IL Response quantity due to imposed load
Ki Lateral translational stiffness of storey i

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IS 1893 (Part 1) : 2016
L Dimension of a building in a considered
direction
Mk Modal mass of mode k
n Number of storeys or floors
N Corrected SPT value for soil
Nm Number of modes to be considered as
per 7.7.5.2
Pk Mode participation factor of mode k
Qi Lateral force at floor i
Qik Design lateral force at floor i in mode k
R Response reduction factor
Sa/g Design / Response acceleration coefficient
for rock or soil sites as given by Fig. 2
and 6.4.2 based on appropriate natural period
Si Lateral shear strength of storey i
T Undamped natural period of oscillation of
the structure (in second)
Ta Approximate fundamental period (in second)
Tk Undamped natural period of mode k of
oscillation (in second)
T1 Fundamental natural period of oscillation (in
second)
VB Design seismic base shear
B
V Design base shear calculated using the
approximate fundamental period Ta
Vi Peak storey shear force in storey i due to all
modes considered
Vik Shear force in storey i in mode k
Vroof Peak storey shear force in the top storey
due to all modes considered
W Seismic weight of the building
Wi Seismic weight of floor i
Z Seismic zone factor
φik Mode shape coefficient at floor i in mode k
λ Peak response (for example, member forces,
displacements, storey forces, storey shears
or base reactions) due to all modes considered
λk Absolute value of maximum response in
mode k
λc Absolute value of maximum response in
mode c, where mode c is a closely-spaced
mode
λ*
Peak response due to the closely-spaced
modes only
ρji Coefficient used in complete quadratic
combination (CQC) method while combining
responses of modes i and j
ωi Circular frequency (in rad/s) in mode i
6 GENERAL PRINCIPLES AND DESIGN
CRITERIA
6.1 General Principles
6.1.1 Ground Motion
The characteristics (intensity, duration, frequency
content, etc) of seismic ground vibrations expected at
any site depend on magnitude of earthquake, its focal
depth, epicentral distance, characteristics of the path
through which the seismic waves travel, and soil strata
on which the structure is founded. The random
earthquake ground motions, which cause the structure
to oscillate, can be resolved in any three mutually
perpendicular directions. The predominant direction of
ground vibration is usually horizontal.
Effects of earthquake-induced vertical shaking can be
significant for overall stability analysis of structures,
especially in structures (a) with large spans, and
(b) those in which stability is a criterion for design.
Reduction in gravity force due to vertical ground
motions can be detrimental particularly in prestressed
horizontal members, cantilevered members and gravity
structures. Hence, special attention shall be paid to
effects of vertical ground motion on prestressed or
cantilevered beams, girders and slabs.
6.1.2 The response of a structure to ground vibrations
depends on (a) type of foundation; (b) materials, form,
size and mode of construction of structures; and
(c) duration and characteristics of ground motion. This
standard specifies design forces for structures founded
on rocks or soils, which do not settle, liquefy or slide
due to loss of strength during earthquake ground
vibrations.
6.1.3 Actual forces that appear on structures during
earthquakes are much higher than the design forces
specified in the standard. Ductility arising from inelastic
material behaviour with appropriate design and
detailing, and overstrength resulting from the additional
reserve strength in structures over and above the
design strength are relied upon for the deficit in actual
and design lateral loads. In other words, earthquake
resistant design as per this standard relies on inelastic
behaviour of structures. But, the maximum ductility that
can be realized in structures is limited. Therefore,
structures shall be designed for at least the minimum
design lateral force specified in this standard.
6.1.4 Members and connections of reinforced and
prestressed concrete structures shall be designed (as
per IS 456 and IS 1343) such that premature failure does
not occur due to shear or bond. Some provisions for
appropriate ductile detailing of RC members are given
in IS 13920. Members and their connections of steel
structures should be so proportioned that high ductility
is obtained in the structure, avoiding premature failure
due to elastic or inelastic buckling of any type. Some

7
IS 1893 (Part 1) : 2016
provisions for appropriate ductile detailing of steel
members are given in IS 800.
6.1.5 The soil-structure interaction refers to effects of
the flexibility of supporting soil-foundation system on
the response of structure. Soil-structure interaction may
not be considered in the seismic analysis of structures
supported on rock or rock-like material at shallow depth.
6.1.6 Equipment and other systems, which are
supported at various floor levels of a structure, will be
subjected to different motions at their support points.
In such cases, it may be necessary to obtain floor
response spectra for design of equipment and its
supports. For details, reference may be made to IS 1893
(Part 4).
6.1.7 Additions to Existing Structures
Additions shall be made to existing structures only as
follows:
a) An addition that is structurally independent
from an existing structure shall be designed
and constructed in accordance with the
seismic requirements for new structures.
b) An addition that is structurally connected to
an existing structure shall be designed and
constructed such that the entire structure
conforms to the seismic force resistance
requirements for new structures, unless the
following three conditions are complied with:
1) Addition shall comply with the
requirements for new structures,
2) Addition shall not increase the seismic
forces in any structural element of the
existing structures by more than
5 percent, unless the capacity of the
element subject to the increased force is
still in compliance with this standard, and
3) Addition shall not decrease the seismic
resistance of any structural element of the
existing structure unless reduced
resistance is equal to or greater than that
required for new structures.
6.1.8 Change in Occupancy
When a change of occupancy results in a structure being
re-classifiedtoahigherimportancefactor(I),thestructure
shall conform to seismic requirements laid down for new
structures with the higher importance factor.
6.2 Assumptions
The following assumptions shall be made in the
earthquake-resistant design of structures:
a) Earthquake ground motions are complex and
irregular, consisting of several frequencies and
of varying amplitudes each lasting for a small
duration. Therefore, usually, resonance of the
type as visualized under steady-state
sinusoidal excitations will not occur, as it would
need time to build up such amplitudes. But,
there are exceptions where resonance-like
conditions have been seen to occur between
long distance waves and tall structures
founded on deep soft soils.
b) Earthquake is not likely to occur
simultaneouslywithhighwind,maximumflood
or maximum sea waves.
c) The values of elastic modulus of materials,
wherever required, will be taken as for static
analysis, unless more definite values are
available for use in dynamic conditions [see
IS 456, IS 800, IS 1343, IS 1905 and IS 2974
(Parts 1 to 5)].
6.3 Load Combinations and Increase in Permissible
Stresses
6.3.1 Load Combinations
The load combinations shall be considered as specified
in respective standards due to all load effects mentioned
therein. In addition, those specified in this standard
shall be applicable, which include earthquake effects.
6.3.1.1 Even when load combinations that do not
contain earthquake effects, indicate larger demands
than combinations including them, the provisions shall
be adopted related to design, ductile detailing and
construction relevant for earthquake conditions, which
are given in this standard, IS 13920 and IS 800.
6.3.2 Design Horizontal Earthquake Load
6.3.2.1 When lateral load resisting elements are oriented
along two mutually orthogonal horizontal directions,
structure shall be designed for effects due to full design
earthquake load in one horizontal direction at a time,
and not in both directions simultaneously.
6.3.2.2 When lateral load resisting elements are not
oriented along mutually orthogonal horizontal
directions [as per 7.1 and Table 5(e)], structure shall be
designed for the simultaneous effects due to full design
earthquake load in one horizontal direction plus
30 percent of design earthquake load along the other
horizontal direction. Thus, structure should be designed
for the following sets of combinations of earthquake
effects:
a) ± ELX ± 0.3 ELY, and
b) ±0.3 ELX ±ELY,
where X and Y are two orthogonal horizontal plan

8
IS 1893 (Part 1) : 2016
directions. Thus, EL in the load combinations given in
6.3.1 shall be replaced by (ELX ± 0.3 ELY) or (ELY ±
0.3 ELX). Hence, the sets of load combinations to be
considered shall be as given below:
1) 1.2 [DL + IL ± (ELX ± 0.3 ELY)] and
1.2 [DL + IL ± (ELY ± 0.3 ELX)];
2) 1.5 [DL ± (ELX ± 0.3 ELY)] and
1.5 [DL ± (ELY ± 0.3 ELX)]; and
3) 0.9 DL ± 1.5 (ELX ± 0.3 ELY) and
0.9 DL ± 1.5 (ELY ± 0.3 ELX).
6.3.3 Design Vertical Earthquake Effects
6.3.3.1 Effects due to vertical earthquake shaking shall
be considered when any of the following conditions
apply:
a) Structure is located in Seismic Zone IV or V;
b) Structure has vertical or plan irregularities;
c) Structure is rested on soft soil;
d) Bridges;
e) Structure has long spans; or
f) Structure has large horizontal overhangs of
structural members or sub-systems.
6.3.3.2 When effects due to vertical earthquake shaking
are to be considered, the design vertical force shall be
calculated for vertical ground motion as detailed in6.4.6.
6.3.3.3 Where both horizontal and vertical seismic
forces are taken into account, load combination
specified in 6.3.4 shall be considered.
6.3.4 Combinations to Account for Three Directional
Earthquake Ground Shaking
6.3.4.1 When responses from the three earthquake
components are to be considered, the responses due
to each component may be combined using the
assumption that when the maximum response from one
component occurs, the responses from the other two
components are 30 percent each of their maximum. All
possible combinations of three components (ELX, ELY
and ELZ) including variations in sign (plus or minus)
shall be considered. Thus, the structure should be
designed for the following sets of combinations of
earthquake load effects:
a) ± ELX ± 0.3 ELY ± 0.3 ELZ,
b) ± ELY ± 0.3 ELZ ± 0.3 ELX, and
c) ± ELZ ± 0.3 ELX ± 0.3 ELY,
where X and Y are orthogonal plan directions and Z
vertical direction. Thus, EL in the above referred load
combinations shall be replaced by (ELX ± 0.3 ELY ±
0.3 ELZ), (ELY ± 0.3 ELZ ± 0.3 ELX) or (ELZ ± 0.3 ELX ±
0.3 ELY,). This implies that the sets of load combinations
involving earthquake effects to be considered shall be
as given below:
1) 1.2 [DL + IL ± (ELX ± 0.3 ELY ± 0.3 ELZ)] and
1.2 [DL + IL ± (ELY ± 0.3 ELX ± 0.3 ELZ)];
2) 1.5 [DL ± (ELX ± 0.3 ELY ± 0.3 ELZ)] and
1.5 [DL ± (ELY ± 0.3 ELX ± 0.3 ELZ)]; and
3) 0.9 DL ± 1.5 (ELX ± 0.3 ELY ± 0.3 ELZ) and
0.9 DL ± 1.5 (ELY ± 0.3 ELX ± 0.3 ELZ).
6.3.4.2 As an alternative to the procedure in 6.3.4.1,
the net response (EL) due to the combined effect of the
three components can be obtained by:
( ) ( ) ( )
2 2 2
X Y Z
EL EL EL EL
= + +
Caution may be exercised on loss of sign especially of
the axial force, shear force and bending moment
quantities, when this procedure is used; it can lead to
grossly uneconomical design of structures.
6.3.4.3 Procedure for combining shaking effects given
by 6.3.4.1 and 6.3.4.2 apply to the same response
quantity (say, bending moment in a column about its
major axis, or storey shear force in a frame) due to
different components of the ground motion.
6.3.4.4 When components corresponding to only two
ground motion components (say one horizontal and
one vertical, or only two horizontal) are combined, the
equations in 6.3.4.1 and 6.3.4.2 should be modified by
deleting the term representing the response due to the
component of motion not being considered.
6.3.5 Increase in Net Pressure on Soils in Design of
Foundations
6.3.5.1 In the design of foundations, unfactored loads
shall be combined in line with IS 2974, while assessing
the bearing pressure in soils.
6.3.5.2 When earthquake forces are included, net
bearing pressure in soils can be increased as per
Table 1, depending on type of foundation and type of
soil. For determining the type of soil for this purpose,
soils shall be classified in four types as given in Table
2. In soft soils, no increase shall be applied in bearing
pressure, because settlements cannot be restricted by
increasing bearing pressure.
6.3.5.3 In soil deposits consisting of submerged loose
sands and soils falling under classification SP with
corrected standard penetration test values N, less than
15 in Seismic Zones III, IV and V, and less than 10 in
Seismic Zone II, the shaking caused by earthquake

9
IS 1893 (Part 1) : 2016
ground motion may cause liquefaction or excessive
total and differential settlements. Such sites should be
avoided preferably for locating new structures, and
should be avoided for locating structures of important
projects. Otherwise, settlements need to be
investigated, and appropriate methods adopted of
compaction or stabilization to achieve N values
indicated in Note 4 of Table 1. Alternatively, deep pile
foundations may be adopted and anchored at depths
well below the underlying soil layers, which are likely
to liquefy or undergo excessive settlements.
Also, marine clay layers and other sensitive clay layers
are known to liquefy, undergo excessive settlements or
even collapse, owing to low shear strength of the said
soil; such soils will need special treatment according
to site condition (see Table 2).
A simplified method is given in Annex F, for evaluation
of liquefaction potential.
6.4 Design Acceleration Spectrum
6.4.1 For the purpose of determining design seismic
force, the country is classified into four seismic zones
as shown in Fig. 1.
6.4.2 The design horizontal seismic coefficient Ah for a
structure shall be determined by:
a
h
2 g
S
Z
A
R
I
 
 
 
 
   
=
 
 
 
where
Z = seismic zone factor given in Table 3;
I = importance factor given in IS 1893 (Parts 1
to 5) for the corresponding structures; when
not specified, the minimum values of I shall
be,
a) 1.5 for critical and lifeline structures;
b) 1.2 for business continuity structures; and
c) 1.0 for the rest.
R = response reduction factor given in IS 1893
(Parts 1 to 5) for the corresponding
structures; and
a
g
S
 
 
 
= design acceleration coefficient for different
soil types, normalized with peak ground
acceleration, corresponding to natural period
T of structure (considering soil-structure
interaction, if required). It shall be as given
in Parts 1 to 5 of IS 1893 for the corresponding
structures; when not specified, it shall be
taken as that corresponding to 5 percent
damping, given by expressions below:
a) For use in equivalent static method
[see Fig. 2(a)]:
a
2.5 0 0.40 s
For rocky
1
or hard 0.40 s 4.00 s
soil sites
0.25 4.00 s
2.5 0 0.55 s
For med-
1.36
ium stiff 0.55 s 4.00 s
g soil sites
0.34 4.00 s
2.5 0 0.67 s
1.67
For soft
0.67
soil sites
T
T
T
T
T
S
T
T
T
T
T
< <



< <


>


< <



= < <


>


< <
s 4.00 s
0.42 4.00 s
T
T
















 
 < <

 
 >



b) For use in response spectrum method
[see Fig. 2(b)]
a
1 15 0.10 s
2.5 0.10 s 0.40 s
For rocky
or hard 1
0.40 s 4.00 s
soil sites
0.25 4.00 s
1 15 0.10 s
2.5 0.10 s 0.55 s
For med-
ium stiff 1.36
g 0.55 s 4.00 s
soil sites
0.34 4.00 s
T T
T
T
T
T
T T
T
S
T
T
T
+ <

 < <



< <


>


+ <

 < <


= 
< <


>

1 15 0.10 s
2.5 0.10 s 0.67 s
For soft
1.67
soil sites 0.67 s 4.00 s
0.42 4.00 s
T T
T
T
T
T


















+ <



 < <




 < <



 >

 

6.4.2.1 For determining the correct spectrum to be used
in the estimate of (Sa/g), the type of soil on which the
structure is placed shall be identified by the
classification given in Table 4, as:
a) Soil type I — Rock or hard soils;
b) Soil type II — Medium or stiff soils; and
c) Soil type III — Soft soils.
In Table 4, the value of N to be used shall be the
weighted average of N of soil layers from the existing
ground level to 30 m below the existing ground level;
here, the N values of individual layers shall be the
corrected values.

10
IS 1893 (Part 1) : 2016
Table 1 Percentage Increase in Net Bearing
Pressure and Skin Friction of Soils
(Clause 6.3.5.2)
Sl No. Soil Type Percentage Increase Allowable
(1) (2) (3)
i) Type A: Rock or hard soils 50
ii) Type B: Medium or stiff soils 25
iii) Type C: Soft soils 0
NOTES
1 The net bearing pressure shall be determined in
accordance with IS 6403 or IS 1888.
2 Only corrected values of N shall be used.
3 If any increase in net bearing pressure has already been
permitted for forces other than seismic forces, the
increase in allowable bearing pressure, when seismic force
is also included, shall not exceed the limits specified
above.
4 The desirable minimum corrected field values of N shall
be as specified below:
Seismic
Zone
Depth (m) below
Ground Level
N Values Remarks
III, IV
and V
£ 5
³10
15
25
II £ 5
³10
10
20
For values of
depths between
5 m and 10 m,
linear
interpolation is
recommended
If soils of lower N values are encountered than those
specified in the table above, then suitable ground
improvement techniques shall be adopted to achieve
these values. Alternately, deep pile foundations should
be used, which are anchored in stronger strata, underlying
the soil layers that do not meet the requirement.
5 Piles should be designed for lateral loads neglecting lateral
resistance of those soil layers (if any), which are liable
to liquefy.
6 Indian Standards IS 1498 and IS 2131 may be referred
for soil notation, and corrected N values shall be
determined by applying correction factor CN for effective
overburden pressure vo
'
σ using relation N 1
,
N C N
=
where N a vo
' 1.7
C P σ
= ≤ , Pa is the atmospheric
pressure and N1 is the uncorrected SPT value for soil.
7 While using this table, the value of N to be considered
shall be determined as below:
a) Isolated footings — Weighted average of N of soil
layers from depth of founding, to depth of founding
plus twice the breadth of footing;
b) Raft foundations — Weighted average of N of soil
layers from depth of founding, to depth of founding
plus twice the breadth of raft;
c) Pile foundation — Weighted average of N of soil
layers from depth of bottom tip of pile, to depth of
bottom tip of pile plus twice the diameter of pile;
d) Group pile foundation — Weighted average of N of
soil layers from depth of bottom tip of pile group, to
depth of bottom tip of pile group plus twice the width
of pile group; and
e) Well foundation — Weighted average of N of soil
layers from depth of bottom tip of well, to depth of
bottom tip of well plus twice the width of well.
Table 2 Classification of Types of Soils for
Determining Percentage Increase in Net
Bearing Pressure and Skin Friction
(Clause 6.3.5.2)
Sl No. Soil Type Remarks
(1) (2) (3)
i) Type A Well graded gravel (GW) or well graded sand
Rock or (SW) both with less than 5 percent passing
hard soils 75 mm sieve (Fines)
Well graded gravel — sand mixtures with
or without fines (GW-SW)
Poorly-graded sand (SP) or Clayey sand
(SC), all having N above 30
Stiff to hard clays having N above 30, where
N is corrected standard penetration test value
ii) Type B Poorly graded sands or poorly graded sands
Medium or with gravel (SP) with little or no fines having
stiff soils N between 10 and 30
Stiff to medium stiff fine-grained soils,
like silts of low compressibility (ML) or
clays of low compressibility (CL) having
N between 10 and 30
iii) Type C All soft soils other than SP with N<10. The
Soft soils various possible soils are:
Silts of intermediate compressibility (Ml);
Silts of high compressibility (MH);
Clays of intermediate compressibility (CI);
Clays of high compressibility (CH);
Silts and clays of intermediate to high
com-pressibility (MI-MH or CI-CH);
Silt with clay of intermediate compressibility
(MI-CI); and
Silt with clay of high compressibility
(MH-CH).
iv) Type D Requires site-specific study and special
Unstable, treatment according to site condition (see
collapsible, 6.3.5.3)
liquefiable
soils
Table 3 Seismic Zone Factor Z
(Clause 6.4.2)
Seismic Zone Factor II III IV V
(1) (2) (3) (4) (5)
Z 0.10 0.16 0.24 0.36
6.4.3 Effects of design earthquake loads applied on
structures can be considered in two ways, namely:
a) Equivalent static method, and
b) Dynamic analysis method.
In turn, dynamic analysis can be performed in three
ways, namely:
1) Response spectrum method,
2) Modal time history method, and
3) Time history method.
In this standard, Equivalent Static Method, Response
Spectrum Method and Time History Method are

IS 1893 (Part 1) : 2016
FIG. 1 SEISMIC ZONES OF INDIA
11
© Government of India Copyright, 2016
Based upon Survey of India Political map printed in 2002.
The territorial waters of India extend into the sea to a distance of twelve nautical miles measured from the appropriate baseline.
The interstate boundaries between Arunachal Pradesh, Assam and Meghalaya shown on this map are as interpreted from the North-Eastern Areas (Reorganization) Act, 1971, but have
yet to be verified.
The state boundaries between Uttarakhand & Uttar Pradesh, Bihar & Jharkhand, and Chhattisgarh & Madhya Pradesh have not been verified by the Governments concerned.
The administrative headquarters of Chandigarh, Haryana and Punjab are at Chandigarh.
The external boundaries and coastlines of India agree with the Record/Master Copy certified by Survey of India.
The responsibility for the correctness of internal details rests with the publisher.
NOTE — Towns falling at the boundary of zones demarcation line between two zones shall be considered in higher zone.
FIG. 1 SEISMIC ZONES OF INDIA

13
IS 1893 (Part 1) : 2016
FIG. 2 DESIGN ACCELERATION COEFFICIENT (Sa/g) (CORRESPONDING TO 5 PERCENT DAMPING)
Table 4 Classification of Types of Soils for Determining the Spectrum to be Used to
Estimate Design Earthquake Force
(Clause 6.4.2.1)
Sl No. Soil Type Remarks
(1) (2) (3)
i) I a) Well graded gravel (GW) or well graded sand (SW) both with less than 5 percent passing 75 µm sieve
(Fines)
Rock or b) Well graded gravel-sand mixtures with or without fines (GW-SW)
Hard soils c) Poorly graded sand (SP) or clayey sand (SC), all having N above 30
d) Stiff to hard clays having N above 30, where N is standard penetration test value
ii) II a) Poorly graded sands or poorly graded sands with gravel (SP) with little or no fines having N between 10 and 30
Medium or b) Stiff to medium stiff fine-grained soils, like silts of low compressibility (ML) or clays of low
Stiff soils compressibility (CL) having N between 10 and 30
iii) III All soft soils other than SP with N<10. The various possible soils are:
Soft soils a) Silts of intermediate compressibility (Ml);
b) Silts of high compressibility (MH);
c) Clays of intermediate compressibility (CI);
d) Clays of high compressibility (CH);
e) Silts and clays of intermediate to high compressibility (MI-MH or CI-CH);
f) Silt with clay of intermediate compressibility (MI-CI); and
g) Silt with clay of high compressibility (MH-CH).

14
IS 1893 (Part 1) : 2016
adopted. Equivalent static method may be used for
analysis of regular structures with approximate natural
period Ta less than 0.4 s.
6.4.3.1 For structural analysis, the moment of inertia
shall be taken as:
a) In RC and masonry structures: 70 percent of
Igross of columns, and 35 percent of Igross of
beams; and
b) In steel structures: Igross of both beams and
columns.
6.4.4 Where a number of modes are to be considered in
response spectrum method, Ah as defined in 6.4.2 for
each mode k shall be determined using natural period
Tk of oscillation of that mode.
6.4.5 For underground structures and buildings whose
base is located at depths of 30 m or more, Ah at the base
shall be taken as half the value obtained from 6.4.2.
This reduced value shall be used only for estimating
inertia effects due to masses at the corresponding levels
below the ground; the inertia effects for the above
ground portion of the building shall be estimated based
on the unreduced value of Ah. For estimating inertia
effects due to masses of structures and foundations
placed between the ground level and 30 m depth, the
design horizontal acceleration spectrum value shall be
linearly interpolated between Ah and 0.5 Ah, where Ah
is as specified in 6.4.2.
6.4.6 The design seismic acceleration spectral value Av
or vertical motions shall be taken as:
( )
( )
a
2
2.5
3 2 For buildings governed
by IS 1893 (Part 1)
2
2.5 For liquid retaining tanks
3 2
governed by IS 1893
(Part 2)
2
3 2 g For bridges governed
by I
v
Z
R
I
Z
R
I
A
S
Z
R
I
 
×
 
 
 
 
 
 
×
 
 
 
 
 
=
 
 
×
   
   
 
 
 
a
S 1893 (Part 3)
2
For industrial structures
3 2 g
governed by IS 1893
(Part 4)
S
Z
R
I



















 
 
 ×
   
 
  

 
  
 


The value of Sa/g shall be based on natural period T
corresponding to the first vertical mode of oscillation,
using 6.4.2.
6.4.7 When design acceleration spectrum is developed
specific to a project site, the same may be used for
design of structures of the project. In such cases,
effects of the site-specific spectrum shall not be less
than those arising out of the design spectrum specified
in this standard.
7BUILDINGS
The four main desirable attributes of an earthquake
resistant building are:
a) Robust structural configuration,
b) At least a minimum elastic lateral stiffness,
c) At least a minimum lateral strength, and
d) Adequate ductility.
7.1 Regular and Irregular Configurations
Buildings with simple regular geometry and uniformly
distributed mass and stiffness in plan and in elevation,
suffer much less damage, than buildings with irregular
configurations. All efforts shall be made to eliminate
irregularities by modifying architectural planning and
structural configurations. A building shall be considered
to be irregular for the purposes of this standard, even
if any one of the conditions given in Tables 5 and 6 is
applicable. Limits on irregularities for Seismic Zones
III, IV and V and special requirements are laid out in
Tables 5 and 6.
Table 5 Definitions of Irregular Buildings – Plan
Irregularities (see Fig. 3)
(Clause 7.1)
Sl No. Type of Plan Irregularity
(1) (2)
i) Torsional Irregularity
Usually, a well-proportioned building does not twist
about its vertical axis, when
a) the stiffness distribution of the vertical
elements resisting lateral loads is balanced in
plan according to the distribution of mass in
plan (at each storey level); and
b) the floor slabs are stiff in their own plane
(this happens when its plan aspect ratio is
less than 3)
A building is said to be torsionally irregular, when,
1) the maximum horizontal displacement of any
floor in the direction of the lateral force at
one end of the floor is more than 1.5 times its
minimum horizontal displacement at the far
end of the same floor in that direction; and
2) the natural period corresponding to the
fundamental torsional mode of oscillation is
more than those of the first two translational
modes of oscillation along each principal plan
directions
In torsionally irregular buildings, when the ratio of
maximum horizontal displacement at one end and
the minimum horizontal displacement at the other
end is,

15
IS 1893 (Part 1) : 2016
FIG. 3 DEFINITIONS OF IRREGULAR BUILDINGS — PLAN IRREGULARITIES
3A TORSIONAL IRREGULARITY
3B RE-ENTRANT CORNERS
3C FLOOR SLABS HAVING EXCESSIVE CUT-OUT AND OPENINGS
Ao
Atotal
Ao>0.5Atotal
Dmin
Dmax
L
A A
A
A
L
A
L1
L2
A
Ao
Atotal
Ao>0.1Atotal
OPENING LOCATED ALONG ANY
EDGE OF THE SLAB
OPENING LOCATED ANYWHERE IN
THE SLAB
A/L >0.15 A/L1> 0.15
or
A/L2> 0.15
PLAN
PLAN
PLAN
PLAN
PLAN
Dmax > 1.5 Dmin
3D OUT-OF-PLANE OFFSETS IN VERTICAL ELEMENTS
(i) (ii)
3E NON-PARALLEL LATERAL FORCE SYSTEM:
(i) MOMENT FRAME BUILDING, and
(ii) MOMENT FRAME BUILDING WITH STRUCTURAL WALLS
PLAN PLAN
ELEVATION

16
IS 1893 (Part 1) : 2016
Table 5 — (Concluded)
i) in the range 1.5 – 2.0, (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,
and then (b) three dimensional dynamic
analysis method shall be adopted; and
ii) more than 2.0, the building configuration
shall be revised
ii) Re-entrant Corners
A building is said to have a re-entrant corner in any
plan direction, when its structural configuration in
plan has a projection of size greater than 15 percent
of its overall plan dimension in that direction
In buildings with re-entrant corners, three-dimensional
dynamic analysis method shall be adopted.
iii) Floor Slabs having Excessive Cut-Outs or
Openings
Openings in slabs result in flexible diaphragm
behaviour, and hence the lateral shear force is not
shared by the frames and/or vertical members in
proportion to their lateral translational stiffness. The
problem is particularly accentuated when the opening
is close to the edge of the slab. A building is said to
have discontinuity in their in-plane stiffness, when
floor slabs have cut-outs or openings of area more
than 50 percent of the full area of the floor slab
In buildings with discontinuity in their in-plane
stiffness, if the area of the geometric cut-out is,
a) less than or equal to 50 percent, the floor slab
shall be taken as rigid or flexible depending on
the location of and size of openings; and
b) more than 50 percent, the floor slab shall be
taken as flexible.
iv) Out-of-Plane Offsets in Vertical Elements
Out-of-plane offsets in vertical elements resisting
lateral loads cause discontinuities and detours in the
load path, which is known to be detrimental to the
earthquake safety of the building. A building is said to
have out-of-plane offset in vertical elements, when
structural walls or frames are moved out of plane in
any storey along the height of the building
In a building with out-of-plane offsets in vertical elements,
a) specialist literature shall be referred for design
of such a building, if the building is located in
Seismic Zone II; and
b) the following two conditions shall be satisfied, if the
building is located in Seismic Zones III, IV and V:
1) Lateral drift shall be less than 0.2 percent in
the storey having the offset and in the storeys
below; and
2) Specialist literature shall be referred for
removing the irregularity arising due to out-
of-plane offsets in vertical elements.
v) Non-Parallel Lateral Force System
Buildings undergo complex earthquake behaviour and
hence damage, when they do not have lateral force
resisting systems oriented along two plan directions
that are orthogonal to each other. A building is said
to have non-parallel system when the vertically
oriented structural systems resisting lateral forces
are not oriented along the two principal orthogonal
axes in plan
Buildings with non-parallel lateral force resisting
system shall be analyzed for load combinations
mentioned in 6.3.2.2 or 6.3.4.1.
Table 6 Definition of Irregular Buildings – Vertical
Irregularities (see Fig. 4)
(Clause 7.1)
Sl No. Type of Vertical Irregularity
(1) (2)
i) Stiffness Irregularity (Soft Storey)
A soft storey is a storey whose lateral stiffness is less
than that of the storey above.
The structural plan density (SPD) shall be estimated
when unreinforced masonry infills are used. When
SPD of masonry infills exceeds 20 percent, the effect
of URM infills shall be considered by explicitly
modelling the same in structural analysis (as per
7.9). The design forces for RC members shall be
larger of that obtained from analysis of:
a) Bare frame, and
b) Frames with URM infills,using 3D modelling of the
structure. In buildings designed considering URM infills,
the inter-storey drift shall be limited to 0.2 percent in
the storey with stiffening and also in all storeys below.
ii) Mass Irregularity
Mass irregularity shall be considered to exist, when
the seismic weight (as per 7.7) of any floor is more
than 150 percent of that of the floors below.
In buildings with mass irregularity and located in
Seismic Zones III, IV and V, the earthquake effects
shall be estimated by Dynamic Analysis Method (as
per 7.7).
iii) Vertical Geometric Irregularity
Vertical geometric irregularity shall be considered to
exist, when the horizontal dimension of the lateral
force resisting system in any storey is more than
125 percent of the storey below.
In buildings with vertical geometric irregularity and
located in Seismic Zones III, IV and V, the earthquake
effects shall be estimated by Dynamic Analysis
Method (as per 7.7).
iv) In-Plane Discontinuity in Vertical Elements
Resisting Lateral Force
In-plane discontinuity in vertical elements which
are resisting lateral force shall be considered to exist,
when in-plane offset of the lateral force resisting
elements is greater than 20 percent of the plan 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.
v) Strength Irregularity (Weak Storey)
A weak storey is a storey whose lateral strength is
less than that of the storey above.
In such a case, buildings in Seismic Zones III, IV
and V shall be designed such that safety of the
building is not jeopardized; also, provisions of 7.10
shall be followed.
vi) Floating or Stub Columns
Such columns are likely to cause concentrated
damage in the structure.
This feature is undesirable, and hence should be
prohibited, if it is part of or supporting the primary
lateral load resisting system.
vii) Irregular Modes of Oscillation in Two Principal
Plan Directions
Stiffnesses of beams, columns, braces and structural
walls determine the lateral stiffness of a building in
each principal plan direction. A building is said to
have lateral storey irregularity in a principal plan
direction, if

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IS 1893 (Part 1) : 2016
Table 6 — (Concluded)
a) the first three modes contribute less than
65 percent mass participation factor in each
principal plan direction, and
b) the fundamental lateral natural periods of the
building in the two principal plan directions are
closer to each other by 10 percent of the larger
value.
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.
7.2 Lateral Force
7.2.1 Design Lateral Force
Buildings shall be designed for the design lateral force
VB given by:
VB = AhW
where Ah shall be estimated as per 6.4.2, and W as per
7.4.
7.2.2 Minimum Design Lateral Force
Buildings and portions there of shall be designed and
constructed to resist at least the effects of design
lateral force specified in 7.2.1. But, regardless of
design earthquake forces arrived at as per 7.3.1,
buildings shall have lateral load resisting systems
capable of resisting a horizontal force not less than
(VB)min given in Table 7.
4A STIFFNESS IRREGULARITY (SOFT STOREY)
4B MASS IRREGULARITY
Ki+2
Ki+1
Ki
Ki+1 > Ki+2
Ki+1 > Ki
Wi+1
Wi
Wi > 1.5Wi+1
Wi > 1.5Wi-1
ELEVATION
ELEVATION
Ki
Ki+1
Ki
Ki+1
Ki+1
Wi -1
HEAVY
MASS

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IS 1893 (Part 1) : 2016
4E STRENGTH IRREGULARITY (WEAK STOREY)
FIG. 4 DEFINITIONS OF IRREGULAR BUILDINGS — VERTICAL IRREGULARITIES
4C VERTICAL GEOMETRIC IRREGULARITY
4D IN-PLANE DISCONTINUITY IN VERTICAL
ELEMENTS RESISTING LATERAL FORCE

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IS 1893 (Part 1) : 2016
Table 7 Minimum Design Earthquake Horizontal
Lateral Force for Buildings
(Clause 7.2.2)
Sl No. Seismic Zone ρ
ρ
ρ
ρ
ρ
Percent
(1) (2) (3)
i) II 0.7
ii) III 1.1
iii) IV 1.6
iv) V 2.4
7.2.3 Importance Factor (I)
In estimating design lateral force VB of buildings as
per 7.2.1, the importance factor I of buildings shall be
taken as per Table 8.
Table 8 ImportanceFactor(I)
(Clause 7.2.3)
Sl No. Structure I
(1) (2) (3)
i) Important service and community build- 1.5
ings or structures (for example, critical
governance buildings, schools), signature
buildings, monument buildings, lifeline and
emergency buildings (for example,
hospital buildings, telephone exchange
buildings, television station buildings,
radio station buildings, bus station
buildings, metro rail buildings and metro
rail station buildings), railway stations,
airports, food storage buildings (such as
warehouses), fuel station buildings, power
station buildings, and fire station
buildings), and large community hall
buildings (for example, cinema halls,
shopping malls, assembly halls and subway
stations)
ii) Residential or commercial buildings [other 1.2
than those listed in Sl No. (i)] with
occupancy more than 200 persons
iii) All other buildings 1.0
NOTES
1 Owners and design engineers of buildings or structures
may choose values of importance factor I more than
those mentioned above.
2 Buildings or structures covered under Sl No. (iii) may be
designed for higher value of importance factor I,
depending on economy and strategy.
3 In Sl No. (ii), when a building is composed of more than
one structurally independent unit, the occupancy size
shall be for each of the structurally independent unit of
the building.
4 In buildings with mixed occupancies, wherein different I
factors are applicable for the respective occupancies,
larger of the importance factor I values shall be used for
estimating the design earthquake force of the building.
7.2.4 Damping Ratio
The value of damping shall be taken as 5 percent of
critical damping for the purposes of estimating Ah in
the design lateral force VB of a building as per 7.2.1,
irrespective of the material of construction (namely
steel, reinforced concrete, masonry, or a combination
thereof of these three basic materials) of its lateral load
resisting system, considering that buildings experience
inelastic deformations under design level earthquake
effects, resulting in much higher energy dissipation
than that due to initial structural damping in buildings.
This value of damping shall be used, irrespective of
the method of the structural analysis employed, namely
Equivalent Static Method (as per 7.6) or Dynamic
Analysis Method (as per 7.7).
7.2.5 Design Acceleration Spectrum
Design acceleration coefficient Sa/g corresponding to
5 percent damping for different soil types, normalized to
peakgroundacceleration,correspondingtonaturalperiod
T of structure considering soil-structure interaction,
irrespectiveofthematerialofconstructionofthestructure.
Sa/g shall be as given by expressions in 6.4.2.
7.2.6 Response Reduction Factor (R)
Response reduction factor, along with damping during
extreme shaking and redundancy: (a) influences the
nonlinear behaviour of buildings during strong
earthquake shaking, and (b) accounts for inherent
system ductility, redundancy and overstrength normally
available in buildings, if designed and detailed as per
this standard and the associated Indian Standards.
For the purpose of design as per this standard,
response reduction factor R for different building
systems shall be as given in Table 9. The values of R
shall be used for design of buildings with lateral load
resisting elements, and NOT for just the lateral load
resisting elements, which are built in isolation.
7.2.7 Dual System
Buildings with dual system consist of moment resisting
frames and structural walls (or of moment resisting
frames and bracings) such that both of the following
conditions are valid:
a) Two systems are designed to resist total
design lateral force in proportion to their lateral
stiffness, considering interaction of two
systems at all floor levels; and
b) Moment resisting frames are designed to
resist independently at least 25 percent of the
design base shear.
7.3 Design Imposed Loads for Earthquake Force
Calculation
7.3.1 For various loading classes specified in IS 875
(Part 2), design seismic force shall be estimated using

20
IS 1893 (Part 1) : 2016
full dead load plus percentage of imposed load as given
in Table 10. The same shall be used in the three-
dimensional dynamic analysis of buildings also.
Table 9 Response Reduction Factor R for Building
Systems
(Clause 7.2.6)
Sl No. Lateral Load Resisting System R
(1) (2) (3)
i) Moment Frame Systems
a) RC buildings with ordinary moment resisting
frame (OMRF) (see Note 1)
3.0
b) RC buildings with special moment resisting
frame (SMRF)
5.0
c) Steel buildings with ordinary moment resisting
frame (OMRF)(see Note 1)
3.0
d) Steel buildings with special moment resisting
frame (SMRF)
5.0
ii) Braced Frame Systems(see Note 2)
a) Buildings with ordinary braced frame (OBF)
having concentric braces
4.0
b) Buildings with special braced frame (SBF)
having concentric braces
4.5
c) Buildings with special braced frame (SBF)
having eccentric braces
5.0
iii) Structural Wall Systems (see Note 3)
a) Load bearing masonry buildings
1) Unreinforced masonry (designed as per
IS 1905) without horizontal RC seismic
bands(see Note 1)
1.5
IS 1905) with horizontal RC seismic
bands
2.0
IS 1905) with horizontal RC seismic
bands and vertical reinforcing bars at
corners of rooms and jambs of openings
(with reinforcement as per IS 4326)
2.5
4) Reinforced masonry [see SP 7 (Part 6)
Section 4]
3.0
5) Confined masonry 3.0
b) Buildings with ordinary RC structural walls
(see Note 1)
3.0
c) Buildings with ductile RC structural walls 4.0
iv) Dual Systems(see Note 3)
a) Buildings with ordinary RC structural walls
and RC OMRFs (see Note 1)
3.0
b) Buildings with ordinary RC structural walls
and RC SMRFs (see Note 1)
4.0
c) Buildings with ductile RC structural walls
with RC OMRFs (see Note 1)
4.0
d) Buildings with ductile RC structural walls
with RC SMRFs
5.0
v) Flat Slab – Structural Wall Systems
(see Note 4)
RC building with the three features given below:
a) Ductile RC structural walls (which are
designed to resist 100 percent of the
design lateral force),
b) Perimeter RC SMRFs (which are designed
to independently resist 25 percent of the
design lateral force), and preferably
c) An outrigger and belt truss system
connecting the core ductile RC
structural walls and the perimeter RC
SMRFs(see Note 1).
3.0
NOTES
1 RC and steel structures in Seismic Zones III, IV and V
shall be designed to be ductile. Hence, this system is not
allowed in these seismic zones.
2 Eccentric braces shall be used only with SBFs.
3 Buildings with structural walls also include buildings
having structural walls and moment frames, but where,
a) frames are not designed to carry design lateral
loads, or
b) frames are designed to carry design lateral loads,
but do not fulfill the requirements of ‘Dual Systems’.
4 In these buildings, (a) punching shear failure shall be
avoided, and (b) lateral drift at the roof under design
lateral force shall not exceed 0.1 percent.
7.3.2 For calculation of design seismic forces of
buildings, imposed load on roof need not be
considered. But, weights of equipment and other
permanently fixed facilities should be considered; in
such a case, the reductions of imposed loads
mentioned in Table 10 are not applicable to that part
of the load.
Table 10 Percentage of Imposed Load to be
Considered in Calculation of Seismic Weight
(Clause 7.3.1)
Sl No. Imposed Uniformity
Distributed Floor Loads
kN/m2
Percentage of
Imposed Load
(1) (2) (3)
i) Up to and including 3.0 25
ii) Above 3.0 50
7.3.3 Imposed load values indicated in Table 10 for
calculating design earthquake lateral forces are
applicable to normal conditions. When loads during
earthquakes are more accurately assessed, designers
may alter imposed load values indicated or even replace
the entire imposed load given in Table 10 with actual
assessed load values, subject to the values given in
Table 7 as the minimum values. Where imposed load is
not assessed as per 7.3.1 and 7.3.2,
a) only that part of imposed load, which
possesses mass, shall be considered; and
b) lateral earthquake design force shall not be
calculated on contribution of impact effects
from imposed loads.
7.3.4 Loads other than those given above (for example,
snow and permanent equipment) shall be considered
appropriately.
7.3.5 In regions of severe snow loads and sand storms
exceeding intensity of 1.5 kN/m2
, 20 percent of uniform
design snow load or sand load, respectively shall be
included in the estimation of seismic weight. In case
the minimum values of seismic weights corresponding
to these load effects given in IS 875 are higher, the
higher values shall be used.

21
IS 1893 (Part 1) : 2016
7.3.6 In buildings that have interior partitions, the
weight of these partitions on floors shall be included
in the estimation of seismic weight; this value shall not
be less than 0.5 kN/m2
. In case the minimum values of
seismic weights corresponding to partitions given in
parts of IS 875 are higher, the higher values shall be
used. It shall be ensured that the weights of these
partitions shall be considered only in estimating inertial
effects of the building.
7.4 Seismic Weight
7.4.1 Seismic Weight of Floors
Seismic weight of each floor is its full dead load plus
appropriate amount of imposed load, as specified in 7.3.
Whilecomputingtheseismicweightofeachfloor,theweight
of columns and walls in any storey shall be appropriately
apportioned to the floors above and below the storey.
7.4.2 Any weight supported in between storeys shall
be distributed to floors above and below in inverse
proportion to its distance from the floors.
7.6EquivalentStaticMethod
As per this method, first, the design base shear VB shall
be computed for the building as a whole. Then, this VB
shall be distributed to the various floor levels at the
corresponding centres of mass. And, finally, this design
seismic force at each floor level shall be distributed to
individual lateral load resisting elements through
structural analysis considering the floor diaphragm
action. This method shall be applicable for regular
buildings with height less than 15 m in Seismic Zone II.
7.6.1 The design base shear VB along any principal
direction of a building shall be determined by:
VB =AhW
where
Ah = designhorizontalaccelerationcoefficientvalue
as per 6.4.2, using approximate fundamental
natural period Ta as per 7.6.2 along the
considered direction of shaking; and
W = seismic weight of the building as per 7.4.
7.6.2 The approximate fundamental translational natural
period Ta of oscillation, in second, shall be estimated
by the following expressions:
a) Bare MRF buildings (without any masonry
infills):
0.75
0.75
a
0.75
0.075 (for RC MRF building)
(for RC-Steel Composite
0.080
MRF building)
0.085 (for steel MRF building)
h
T h
h




= 




where
h = height (in m) of building (see Fig. 5). This
excludes the basement storeys, where
basement storey, walls are connected
with the ground floor deck or fitted
between the building columns, but
includes the basement storeys, when
they are not so connected.
b) Buildings with RC structural walls:
0.75
a
w
0.075 0.09
h h
T
A d
= ≥
where Aw is total effective area (m2
) of walls in
the first storey of the building given by:
w
2
wi
w wi
1
0.2
N
i
L
A A
h
=
 
 
   
= +
 
 
 
 
 
 
 
 
∑
where
h = height of building as defined in
7.6.2(a), in m;
Awi = effective cross-sectional area of wall i
in first storey of building, in m2
;
Lwi = length of structural wall i in first storey
in the considered direction of lateral
forces, in m;
d = base dimension of the building at the
plinth level along the considered
direction of earthquake shaking, in m;
and
Nw = number of walls in the considered
direction of earthquake shaking.
The value of Lwi/h to be used in this equation
shall not exceed 0.9.
c) All other buildings:
a
0.09h
T
d
=
where
h = height of building, as defined in 7.6.2(a),
in m; and
d = base dimension of the building at the plinth
level along the considered direction of
earthquake shaking, in m.
7.6.3 The design base shear (VB) computed in 7.6.1
shall be distributed along the height of the building
and in plan at each floor level as below:
a) Vertical distribution of base shear to different
floor levels — The design base shear VB
computed in 7.6.1 shall be distributed along
the height of the building as per the following
expression:

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IS 1893 (Part 1) : 2016
7.6.1 7.6.1
FIG. 5 DEFINITIONS OF HEIGHT AND BASE WIDTH OF BUILDINGS
5A
5B 5B
5D 5E

23
IS 1893 (Part 1) : 2016
2
i i
i B
2
j j
1
n
j
W h
Q V
W h
=
 
 
 
=
 
 
 
∑
where
Qi = design lateral force at floor i;
Wi = seismic weight of floor i;
hi = height of floor i measured from base;
and
n = number of storeys in building, that is,
number of levels at which masses are
located.
b) In-plan distribution of design lateral force
at floor i to different lateral force resisting
elements — The design storey shear in any
storey shall be calculated by summing the
design lateral forces at all floor above that
storey. In buildings whose floors are capable
of providing rigid horizontal diaphragm action
in their own plane, the design storey shear
shall be distributed to the various vertical
elements of lateral force resisting system in
proportion to the lateral stiffness of these
vertical elements.
7.6.4 Diaphragm
In buildings whose floor diaphragms cannot provide
rigid horizontal diaphragm action in their own plane,
design storey shear shall be distributed to the various
vertical elements of lateral force resisting system
considering the in-plane flexibility of the diaphragms.
A floor diaphragm shall be considered to be flexible, if it
deforms such that the maximum lateral displacement
measured from the chord of the deformed shape at any
point of the diaphragm is more than 1.2 times the average
displacement of the entire diaphragm (see Fig. 6).
FIG. 6 DEFINITION OF FLEXIBLE FLOOR DIAPHRAGM
Usually, reinforced concrete monolithic slab-beam
floors or those consisting of prefabricated or precast
elements with reasonable reinforced screed concrete
(at least a minimum of 50 mm on floors and of 75 mm on
roof, with at least a minimum reinforcement of 6 mm
bars spaced at 150 mm centres) as topping, and of plan
aspect ratio less than 3, can be considered to be
providing rigid diaphragm action.
7.7 Dynamic Analysis Method
7.7.1 Linear dynamic analysis shall be performed to
obtain the design lateral force (design seismic base
shear, and its distribution to different levels along the
height of the building, and to various lateral load
resisting elements) for all buildings, other than regular
buildings lower than 15 m in Seismic Zone II.
7.7.2 The analytical model for dynamic analysis of
buildings with unusual configuration should be such
that it adequately represents irregularities present in
the building configuration.
7.7.3 Dynamic analysis may be performed by either the
Time History Method or the Response Spectrum
Method. When either of the methods is used, the design
base shear VB estimated shall not be less than the design
base shear B
V calculated using a fundamental period
Ta, where Ta is as per 7.6.2.
When VB is less than B
V , the force response quantities
(for example member stress resultants, storey shear
forces, and base reactions) shall be multiplied by
B B
V V . For earthquake shaking considered along,
a) the two mutually perpendicular plan directions
X and Y, separate multiplying factors shall be
calculated, namely BX BX
V V and BY BY
V V ,
respectively; and
b) the vertical Z direction, the multiplying factor
shall be taken as BX BY
BX BY
;
Max V V V V
 
 .
7.7.4 Time History Method
Time history method shall be based on an appropriate
ground motion (preferably compatible with the design
acceleration spectrum in the desired range of natural
periods) and shall be performed using accepted
principles of earthquake structural dynamics.
7.7.5 Response Spectrum Method
Response spectrum method may be performed for any
building using the design acceleration spectrum
specified in 6.4.2, or by a site-specific design
acceleration spectrum mentioned in 6.4.7.

24
IS 1893 (Part 1) : 2016
7.7.5.1 Natural modes of oscillation
Undamped free vibration analysis of the entire building
shall be performed as per established methods of
structural dynamics using appropriate mass and elastic
stiffness of the structural system, to obtain natural
periods Tk and mode shapes {φ}k of those of its Nm
modes of oscillation [k ∈(1,Nm)] that need to be
considered as per 7.7.5.2.
7.7.5.2 Number of modes to be considered
The number of modes Nm to be used in the analysis for
earthquake shaking along a considered direction,
should be such that the sum total of modal masses of
these modes considered is at least 90 percent of the
total seismic mass.
If modes with natural frequencies beyond 33 Hz are to
be considered, the modal combination shall be carried
out only for modes with natural frequency less than
33 Hz; the effect of modes with natural frequencies more
than 33 Hz shall be included by the missing mass
correction procedure following established principles
of structural dynamics. If justified by rigorous analysis,
designers may use a cut off frequency other than 33 Hz.
7.7.5.3 Combination of modes
The responses of different modes considered shall be
combined by one of the two methods given below:
a) Peak response quantities (for example, member
forces, displacements, storey forces, storey
shears, and base reactions) may be combined
as per Complete Quadratic Combination (CQC)
method, as given below:
m m
i ij j
1 1
N N
i j
= =
λ = λ ρ λ
∑ ∑
where
λ = estimate of peak response quantity;
λi = response quantity in mode i (with sign);
λj = response quantity in mode j (with sign);
ρij = cross-modal correlation co-efficient
=
( )
( ) ( )
2 1.5
2 2
2 2
8 1
;
1 4 1
ζ + β β
− β + ζ β + β
Nm= number of modes considered;
ζ = modal damping coefficient ratio which
shall be taken as 0.05;
β = natural frequency ratio =
j
i
;
ω
ω
ωj = circular natural frequency in mode j; and
ωi = circular natural frequency in mode i.
b) Alternatively, the peak response quantities
may be combined as follows:
1) If building does not have closely-spaced
modes, then net peak response quantity
λ due to all modes considered shall be
estimated as:
( )
m
2
k
1
N
k
λ λ
=
= ∑
where
λk = peak response quantity in mode k,
and
Nm= number of modes considered.
2) If building has a few closely-spaced
modes, then net peak response quantity
λ∗
due to these closely space modes alone
shall be obtained as:
*
c
c
λ λ
= ∑
where
λc = peak response quantity in closely
spaced mode c. The summation is
for closely spaced modes only.
Then, this peak response quantity
λ∗
due to closely spaced modes is
combined with those of remaining
well-separated modes by method
described above.
7.7.5.4 Simplified method of dynamic analysis of
buildings
Regular buildings may be analyzed as a system of
masses lumped at the floor levels with each mass
having one degree of freedom, that of lateral
displacement in the direction under consideration. In
such a case, the following expressions shall hold in the
computation of the various quantities:
a) Modal mass — Modal mass Mk of mode k is
given by:
( )
2
i ik
1
k
2
i ik
1
g
n
i
n
i
W
M
W
φ
φ
=
=
 
 
 
=
∑
∑
where
g = acceleration due to gravity,
φik = mode shape coefficient at floor i in
mode k,
Wi = seismic weight of floor i of the structure,
and
n = number of floors of the structure.

25
IS 1893 (Part 1) : 2016
b) Mode participation factor — Mode
participation factor Pk of mode k is given by:
( )
i ik
1
k
2
i ik
1
n
i
n
i
W
P
W
φ
φ
=
=
=
∑
∑
c) Design lateral force at each floor in each
mode — Peak lateral force Qik at floor i in mode
k is given by:
ik k ik k i
Q A PW
φ
=
where
Ak = design horizontal acceleration spectrum
value as per 6.4.2 using natural period
of oscillation Tk of mode k obtained
from dynamic analysis.
d) Storey shear forces in each mode — Peak
shear force Vik acting in storey i in mode k is
given by:
ik ik
1
n
j i
V Q
= +
= ∑
e) Storey shear force due to all modes
considered — Peak storey shear force Vi in
storey i due to all modes considered, shall be
obtained by combining those due to each
mode in accordance with 7.7.5.3.
f) Lateral forces at each storey due to all modes
considered — Design lateral forces Froof at roof
level and Fi at level of floor i shall be obtained
as:
Froof = Vroof , and
Fi = Vi – Vi+1.
7.8 Torsion
7.8.1 Provision shall be made in all buildings for increase
in shear forces on the lateral force resisting elements
resulting from twisting about the vertical axis of the
building, arising due to eccentricity between the centre
of mass and centre of resistance at the floor levels. The
design forces calculated as in 7.6 and 7.7.5, shall be
applied at the displaced centre of mass so as to cause
design eccentricity (as given by 7.8.2) between the
displaced centre of mass and centre of resistance.
7.8.2 Design Eccentricity
While performing structural analysis by the Seismic
Coefficient Method or the Response Spectrum Method,
the design eccentricity edi to be used at floor i shall be
taken as:
si i
di
si i
1.5 0.05
0.05
e b
e
e b
+

= 
−

whichever gives the more severe effect on lateral force
resisting elements;
where
esi = static eccentricity at floor i,
= distance between centre of mass and centre
of resistance, and
bi = floor plan dimension of floor i, perpendicular
to the direction of force.
The factor 1.5 represents dynamic amplification factor,
and 0.05bi represents the extent of accidental
eccentricity. The above amplification of 1.5 need not
be used, when performing structural analysis by the
Time History Method.
7.9 RC Frame Buildings with Unreinforced Masonry
Infill Walls
7.9.1 In RC buildings with moment resisting frames
and unreinforced masonry (URM) infill walls, variation
of storey stiffness and storey strength shall be
examined along the height of the building considering
in-plane stiffness and strength of URM infill walls. If
storey stiffness and strength variations along the
height of the building render it to be irregular as per
Table 6, the irregularity shall be corrected especially in
Seismic Zones III, IV and V.
7.9.2 The estimation of in-plane stiffness and strength
of URM infill walls shall be based on provisions given
hereunder.
7.9.2.1 The modulus of elasticity Em (in MPa) of
masonry infill wall shall be taken as:
Em =550fm
where fm is the compressive strength of masonry prism
(in MPa) obtained as per IS 1905 or given by expression:
0.64 0.36
m b mo
0.433
f f f
=
where
fb = compressive strength of brick, in MPa; and
fmo = compressive strength of mortar, in MPa.
7.9.2.2 URM infill walls shall be modeled by using
equivalent diagonal struts as below:
a) Ends of diagonal struts shall be considered
to be pin-jointed to RC frame;
b) ForURMinfillwallswithoutanyopening,width
wds of equivalent diagonal strut (seeFig. 7) shall
be taken as:
0.4
ds h ds
0.175
w L
α −
=
where
m
4
h
f c
sin 2
4
E t
h
E I h
θ
α
 
=  
 
 

26
IS 1893 (Part 1) : 2016
where Em and Ef are the modulii of elasticity
of the materials of the URM infill and RC
MRF,Ic the moment of inertia of the adjoining
column, t the thickness of the infill wall, and
θ the angle of the diagonal strut with the
horizontal;
c) For URM infill walls with openings, no
reduction in strut width is required; and
d) Thickness of the equivalent diagonal strut
shall be taken as thickness t of original URM
infill wall, provided h/t 12 and l/t 12, where
h is clear height of URM infill wall between
the top beam and bottom floor slab, and l clear
length of the URM infill wall between the
vertical RC elements (columns, walls or a
combination thereof) between which it spans.
FIG. 7 EQUIVALENT DIAGONAL STRUT OF URM
INFILL WALL
7.10 RC Frame Buildings with Open Storeys
7.10.1 RC moment resisting frame buildings, which have
open storey(s) at any level, such as due to
discontinuation of unreinforced masonry (URM) infill
walls or of structural walls, are known to have flexible
and weak storeys as per Table 6. In such buildings,
suitable measures shall be adopted, which increase both
stiffness and strength to the required level in the open
storey and the storeys below. These measures shall be
taken along both plan directions as per requirements
laid down under 7.10.2 to 7.10.4. The said increase
may be achieved by providing measures, like:
a) RC structural walls, or
b) Braced frames, in select bays of the building.
7.10.2 When the RC structural walls are provided, they
shall be,
a) founded on properly designed foundations;
b) continuous preferably over the full height of
the building; and
c) connected preferably to the moment resisting
frame of the building.
7.10.3 When the RC structural walls are provided, they
shall be designed such that the building does NOT
have:
a) Additional torsional irregularity in plan than
that already present in the building. In
assessing this, lateral stiffness shall be
included of all elements that resist lateral
actions at all levels of the building;
b) Lateral stiffness in the open storey(s) is less
than 80 percent of that in the storey above;
and
c) Lateral strength in the open storey(s) is less
than 90 percent of that in the storey above.
7.10.4 When the RC structural walls are provided, the
RC structural wall plan density ρsw of the building shall
be at least 2 percent along each principal direction in
Seismic Zones III, IV and V. These walls shall be well
distributed in the plan of the building along each plan
direction. RC structural walls of this measure can be
adopted even in regular buildings that do not have
open storey(s).
7.10.5 RC structural walls in buildings located in
Seismic Zones III, IV and V shall be designed and
detailed to comply with all requirements of IS 13920.
7.11 Deformation
Deformation of RC buildings shall be obtained from
structural analysis using a structural model based on
section properties given in 6.4.3.
7.11.1 Storey Drift Limitation
7.11.1.1 Storey drift in any storey shall not exceed 0.004
times the storey height, under the action of design base
of shear VB with no load factors mentioned in 6.3, that
is, with partial safety factor for all loads taken as 1.0.
7.11.1.2 Displacement estimates obtained from dynamic
analysis methods shall not be scaled as given in 7.7.3.
7.11.2 Deformation Capability of Non-Seismic
Members
For buildings located in Seismic Zones III, IV and V, it
shall be ensured that structural components, that are
not a part of seismic force resisting system in considered
direction of ground motion but are monolithically
connected, do not lose their vertical load-carrying
capacity under induced net stress resultants, including
additional bending moments and shear forces resulting
from storey deformations equal to R times storey
displacements calculated as per 7.11.1, where R is
specified in Table 9.

27
IS 1893 (Part 1) : 2016
7.11.3 Separation between Adjacent Units
Two adjacent buildings, or two adjacent units of the
same building with separation joint between them,
shall be separated by a distance equal to R times sum
of storey displacements ∆1 and ∆2 calculated as per
7.11.1 of the two buildings or two units of the same
building, to avoid pounding as the two buildings or
two units of the same building oscillate towards each
other.
When floor levels of the adjacent units of a building or
buildings are at the same level, the separation distance
shall be calculated as (R1∆1 + R2∆2), where R1 and ∆1
correspond to building 1, and R2 and ∆2 to building 2.
7.12 Miscellaneous
7.12.1 Foundations
Isolated RC footings without tie beams or unreinforced
strip foundations, shall not be adopted in buildings
rested on soft soils (with corrected N 10) in any
Seismic Zone. Use of foundations vulnerable to
significant differential settlement due to ground shaking
shall be avoided in buildings located in Seismic Zones
III, IV and V.
Individual spread footings or pile caps shall be
interconnected with ties (see 5.3.4.1 of IS 4326), except
when individual spread footings are directly supported
on rock, in buildings located in Seismic Zones IV and V.
All ties shall be capable of carrying, in tension and in
compression, an axial force equal toAh/4 times the larger
of the column or pile cap load, in addition to the
otherwise computed forces, subject to a minimum of
5 percent of larger of column or pile cap loads. Here,
Ah is as per 6.4.2.
Pile shall be designed and constructed to withstand
maximum curvature imposed (structural response) by
earthquake ground shaking. Design of anchorage of
piles into the pile cap shall consider combined effects,
including that of axial forces due to uplift and bending
moments due to fixity to pile cap.
7.12.2 Cantilever Projections
7.12.2.1 Vertical projections
Small-sized facilities (like towers, tanks, parapets, smoke
stacks/chimneys) and other vertical cantilever
projections attached to buildings and projecting
vertically above the roof, but not a part of the structural
system of the building, shall be designed and checked
for stability for five times the design horizontal seismic
coefficient Ah specified in 6.4.2 for that building. In the
analysis of the building, weights of these projecting
elements shall be lumped with the roof weight.
7.12.2.2 Horizontal projections
All horizontal projections of buildings (like cantilever
structural members at the porch level or higher) or
attached to buildings (like brackets, cornices and
balconies) shall be designed for five times the design
vertical coefficient Av specified in 6.4.6 for that building.
7.12.2.3 The increased design forces specified
in 7.12.2.1 and 7.12.2.2 are only for designing the
projecting parts and their connections with the main
structures, and NOT for the design of the main
structure.
7.12.3 Compound Walls
Compound walls shall be designed for the design
horizontal coefficient Ah of 1.25Z, that is, Ah calculated
using 6.4.2 with I = 1, R = 1 and Sa/g = 2.5.
7.12.4 Connections between Parts
All small items and objects of a building shall be tied to
the building or to each other to act as single unit, except
those between the separation joints and seismic joints.
These connections shall be made capable of
transmitting the forces induced in them, but not less
than 0.05 times weight of total dead and imposed load
reactions; frictional resistance shall not be relied upon
in these calculations.

IS 1893 (Part 1) : 2016
ANNEXA
(Foreword)
MAP OF INDIA SHOWING EPICENTRES OF PAST EARTHQUAKES IN INDIA
(From Catalog of 2015)
yet to be verified.
The state boundaries between Uttarakhand Uttar Pradesh, Bihar Jharkhand, and Chhattisgarh Madhya Pradesh have not been verified by the Governments concerned.
NOTE — For details regarding the up-to-date seismic activity (plotted on the Map of India), please visit the online portal of the National Centre for Seismology (NCS),
Ministry of Earth Sciences, New Delhi.
28

IS 1893 (Part 1) : 2016
ANNEX B
(Foreword)
MAPOFINDIASHOWINGPRINCIPALTECTONICFEATURESININDIA
(From Catalog of 2001)
yet to be verified.
30

IS 1893 (Part 1) : 2016
ANNEX C
(Foreword)
MAP OF INDIA SHOWING PRINCIPAL LITHOLOGICAL GROUPS
yet to be verified.
32

34
IS 1893 (Part 1) : 2016
ANNEX D
(Foreword and Clause 3.11)
MSK1964INTENSITYSCALE
D-1 The following description shall be applicable.
a) Type of Structures (Buildings)
Type A — Building in field-stone, rural
structures, un-burnt brick houses,
clay houses
Type B — Ordinary brick buildings, buildings
of large block and prefabricated
type, half timbered structures,
buildings in natural hewn stone
Type C — Reinforced buildings, well built
wooden structures
b) Definition of Quantity
Single, few : About 5 percent
Many : About 50 percent
Most : About 75 percent
c) Classification of Damage to Buildings
Classification Damage Description
Grade 1 Slight Fine cracks in plaster; fall
damage of small pieces of plaster
Grade2 Moderate Smallcracksinwalls;fall
damage of fairly larger pieces of
plaster; pantiles slip off;
cracks in chimneys parts
of chimney fall down
Grade3 Heavy Large and deep cracks in
damage walls; fall of chimneys
Grade4 Destruction Gaps in walls; parts of
buildings may collapse;
separate parts of the
buildings lose their
cohesion; and inner
walls collapse
Grade5 Total damage Total collapse of the
building
D-2 MSK INTENSITY SCALE
D-2.1 The following introductory letters (i), (ii) and
(iii) have been used throughout the intensity scales
(I to XII), describing the following:
i) Persons and surroundings,
ii) Structures of all kinds, and
iii) Nature.
I NotNoticeable
i) The intensity of the vibration is below the
limits of sensibility; the tremor is detected and
recorded by seismograph only.
ii) —
iii) —
II Scarcely Noticeable (Very Slight)
i) Vibration is felt only by individual people at
rest in houses, especially on upper floors of
buildings.
ii) —
iii) —
III Weak, Partially Observed
i) The earthquake is felt indoors by a few people,
outdoors only in favourable circumstances.
The vibration is like that due to the passing of
a light truck. Attentive observers notice a
slight swinging of hanging objects.
ii) —
iii) —
IVLargelyObserved
i) The earthquake is felt indoors by many
people, outdoors by few. Here and there
people awake, but no one is frightened. The
vibration is like that due to the passing of a
heavily loaded truck. Windows, doors, and
dishes rattle. Floors and walls crack.
Furniture begins to shake. Hanging objects
swing slightly. Liquid in open vessels are
slightly disturbed. In standing motor cars the
shock is noticeable.
ii) —
iii) —
VAwakening
i) The earthquake is felt indoors by all, outdoors
by many. Many people awake. A few run
outdoors. Animals become uneasy. Buildings
tremble throughout. Hanging objects swing
considerably. Pictures knock against walls or
swing out of place. Occasionally pendulum
clocks stop. Unstable objects overturn or
shift. Open doors and windows are thrust
open and slam back again. Liquids spill in small
amounts from well-filled open containers. The

35
IS 1893 (Part 1) : 2016
sensation of vibration is like that due to heavy
objects falling inside the buildings.
ii) Slight damages in buildings of Type A are
possible.
iii) Slight waves on standing water. Sometimes
changes in flow of springs.
VI Frightening
i) Felt by most indoors and outdoors. Many
people in buildings are frightened and run
outdoors. A few persons loose their balance.
Domestic animals run out of their stalls. In
few instances, dishes and glassware may
break, and books fall down, pictures move,
and unstable objects overturn. Heavy
furniture may possibly move and small steeple
bells may ring.
ii) Damage of Grade 1 is sustained in single
buildings of Type B and in many of Type A.
Damage in some buildings of Type A is of
Grade2.
iii) Cracks up to widths of 10 mm possible in wet
ground; in mountains occasional landslips:
change in flow of springs and in level of well
water are observed.
VII Damage of Buildings
i) Most people are frightened and run outdoors.
Many find it difficult to stand. The vibration
is noticed by persons driving motor cars.
Large bells ring.
ii) InmanybuildingsofTypeCdamageofGrade 1
is caused; in many buildings of Type B damage
is of Grade 2. Most buildings of Type A suffer
damage of Grade 3, few of Grade 4. In single
instances, landslides of roadway on steep
slopes: crack in roads; seams of pipelines
damaged; cracks in stone walls.
iii) Waves are formed on water, and water is made
turbid by mud stirred up. Water levels in wells
change, and the flow of springs changes.
Sometimes dry springs have their flow
restored and existing springs stop flowing. In
isolated instances parts of sand and gravelly
banks slip off.
VIII Destruction of Buildings
i) Fright and panic; also persons driving motor
cars are disturbed. Here and there branches
of trees break off. Even heavy furniture moves
and partly overturns. Hanging lamps are
damaged in part.
ii) Most buildings of Type C suffer damage of
Grade 2, and few of Grade 3. Most buildings
of Type B suffer damage of Grade 3. Most
buildings of Type A suffer damage of Grade 4.
Occasional breaking of pipe seams. Memorials
and monuments move and twist. Tombstones
overturn. Stone walls collapse.
iii) Small landslips in hollows and on banked
roads on steep slopes; cracks in ground up to
widths of several centimetres. Water in lakes
become turbid. New reservoirs come into
existence. Dry wells refill and existing wells
become dry. In many cases, change in flow
and level of water is observed.
IX General Damage of Buildings
i) General panic; considerable damage to
furniture. Animals run to and fro in confusion
and cry.
ii) Many buildings of Type C suffer damage of
Grade 3, and a few of Grade 4. Many buildings
of Type B show a damage of Grade 4 and a
few of Grade 5. Many buildings of Type A
suffer damage of Grade 5. Monuments and
columns fall. Considerable damage to
reservoirs; underground pipes partly broken.
In individual cases, railway lines are bent and
roadway damaged.
iii) On flat land overflow of water, sand and mud
is often observed. Ground cracks to widths of
up to 10 cm, on slopes and river banks more
than 10 cm. Furthermore, a large number of
slight cracks in ground; falls of rock, many
land slides and earth flows; large waves in
water. Dry wells renew their flow and existing
wells dry up.
X General Destruction of Buildings
i) —
ii) Many buildings of Type C suffer damage of
Grade 4, and a few of Grade 5. Many buildings
of Type B show damage of Grade 5. Most of
Type A has destruction of Grade 5. Critical
damage to dykes and dams. Severe damage
to bridges. Railway lines are bent slightly.
Underground pipes are bent or broken. Road
paving and asphalt show waves.
iii) In ground, cracks up to widths of several
centimetres, sometimes up to 1 m, parallel to
water courses occur broad fissures. Loose
ground slides from steep slopes. From river
banks and steep coasts, considerable
landslides are possible. In coastal areas,

36
IS 1893 (Part 1) : 2016
displacement of sand and mud; change of
water level in wells; water from canals, lakes,
rivers, etc, thrown on land. New lakes occur.
XI Destruction
i) —
ii) Severe damage even to well built buildings,
bridges, water dams and railway lines.
Highways become useless. Underground
pipes destroyed.
iii) Ground considerably distorted by broad cracks
and fissures, as well as movement in horizontal
and vertical directions. Numerous landslips and
falls of rocks. The intensity of the earthquake
requires to be investigated specifically.
XIILandscapeChanges
i) —
ii) Practically all structures above and below
ground are greatly damaged or destroyed.
iii) The surface of the ground is radically
changed. Considerable ground cracks with
extensive vertical and horizontal movements
are observed. Falling of rock and slumping of
river banks over wide areas, lakes are dammed;
waterfalls appear and rivers are deflected. The
intensity of the earthquake requires to be
investigated specially.
ANNEX E
(Foreword)
LIST OF SOME TOWNS WITH POPULATION MORE THAN 3 LAKHS (as per CENSUS 2011)
AND THEIR SEISMIC ZONE FACTOR Z
Town Zone Z
Agra III 0.16
Ahmedabad III 0.16
Ajmer II 0.10
Allahabad II 0.10
Almora IV 0.24
Ambala IV 0.24
Amritsar IV 0.24
Asansol III 0.16
Aurangabad II 0.10
Bahraich IV 0.24
Bangalore (Bengaluru) II 0.10
Barauni IV 0.24
Bareilly III 0.16
Belgaum III 0.16
Bhatinda III 0.16
Bhilai II 0.10
Bhopal II 0.10
Bhubaneswar III 0.16
Bhuj V 0.36
Bijapur III 0.16
Bikaner III 0.16
Bokaro III 0.16
Bulandshahr IV 0.24
Burdwan III 0.16
Town Zone Z
Calicut (Kozhikode) III 0.16
Chandigarh IV 0.24
Chennai III 0.16
Chitradurga II 0.10
Coimbatore III 0.16
Cuddalore II 0.10
Cuttack III 0.16
Darbhanga V 0.36
Darjeeling IV 0.24
Dharwad III 0.16
Dehra Dun IV 0.24
Dharampuri III 0.16
Delhi IV 0.24
Durgapur III 0.16
Gangtok IV 0.24
Guwahati V 0.36
Gulbarga II 0.10
Gaya III 0.16
Gorakhpur IV 0.24
Hyderabad II 0.10
Imphal V 0.36
Jabalpur III 0.16
Jaipur II 0.10
Jamshedpur II 0.10

37
IS 1893 (Part 1) : 2016
Town Zone Z
Jhansi II 0.10
Jodhpur II 0.10
Jorhat V 0.36
Kakrapara III 0.16
Kalpakkam III 0.16
Kanchipuram III 0.16
Kanpur III 0.16
Karwar III 0.16
Kochi III 0.16
Kohima V 0.36
Kolkata III 0.16
Kota II 0.10
Kurnool II 0.10
Lucknow III 0.16
Ludhiana IV 0.24
Madurai II 0.10
Mandi V 0.36
Mangaluru III 0.16
Mungher IV 0.24
Moradabad IV 0.24
Mumbai III 0.16
Mysuru II 0.10
Nagpur II 0.10
Nagarjunasagar II 0.10
Nainital IV 0.24
Nashik III 0.16
Nellore III 0.16
Osmanabad III 0.16
Panjim III 0.16
Patiala III 0.16
Town Zone Z
Patna IV 0.24
Pilibhit IV 0.24
Pondicherry (Puducherry) II 0.10
Pune III 0.16
Raipur II 0.10
Rajkot III 0.16
Ranchi II 0.10
Roorkee IV 0.24
Rourkela II 0.10
Sadiya V 0.36
Salem III 0.16
Shillong V 0.36
Shimla IV 0.24
Sironj II 0.10
Solapur III 0.16
Srinagar V 0.36
Surat III 0.16
Tarapur III 0.16
Tezpur V 0.36
Thane III 0.16
Thanjavur II 0.10
Thiruvananthapuram III 0.16
Tiruchirappalli II 0.10
Tiruvannamalai III 0.16
Udaipur II 0.10
Vadodara III 0.16
Varanasi III 0.16
Vellore III 0.16
Vijayawada III 0.16
Vishakhapatnam II 0.10

38
IS 1893 (Part 1) : 2016
ANNEX F
(Clauses 3.12 and 6.3.5.3)
SIMPLIFIED PROCEDURE FOR EVALUATION OF LIQUEFACTION POTENTIAL
F-1 Due to the difficulties in obtaining and testing
undisturbed representative samples from potentially
liquefiable sites, in-situ testing is the approach
preferred widely for evaluating the liquefaction
potential of a soil deposit. Liquefaction potential
assessment procedures involving both the SPT and
CPT are widely used in practice. The most common
procedure used in engineering practice for the
assessment of liquefaction potential of sands and silts
is the simplified procedure. The procedure may be
used with either standard penetration test (SPT) blow
count or cone penetration test (CPT) tip resistance or
shear wave velocity Vs measured within the deposit
as described below:
Step 1 — The subsurface data used to assess
liquefaction susceptibility should include the location
of the water table, either SPT blow count N or tip
resistance qc of a CPT cone or shear wave velocity Vs,
unit weight, and fines content of the soil (percent by
weight passing the IS Standard Sieve No. 75 µ).
Step 2 — Evaluate total vertical overburden stress σvo
and effective vertical overburden stress vo
'
σ at
different depths for all potentially liquefiable layers
within the deposit.
Step 3 — Evaluate stress reduction factor rd using:
d
1 0.00765 0 9.15 m
1.174 0.0267 9.15 m 23.0 m
z z
r
z z
− ≤

= 
− ≤

where z is the depth (in metre) below the ground surface.
Step 4 — Calculate cyclic stress ratio CSR induced by
the earthquake using:
max vo
d
vo
0.65
g '
a
CSR r
σ
σ
 
 
=  
 
  
,
where
amax = peak ground acceleration (PGA) preferably
in terms of g,
g = acceleration due to gravity, and
rd = stress reduction factor.
If value of PGA is not available, the ratio (amax/g) may
be taken equal to seismic zone factor Z (as per Table 3).
Step 5 — Obtain cyclic resistance ratio CRR by
correcting standard cyclic resistance ratio CRR7.5 for
earthquake magnitude, high overburden stress level
and high initial static shear stress using:
( )
7.5 ó á
CRR CRR MSF K K
= ,
where
CRR7.5= standard cyclic resistance ratio for a 7.5
magnitude earthquake obtained using
values of SPT or CPT or shear wave
velocity (as per Step 6), and
MSF = magnitude scaling factor given by
following equation:
2.24 2.56
W
10
MSF M
=
This factor is required when the magnitude is different
than 7.5. The correction for high overburden stresses
Kσ is required when overburden pressure is high
(depth 15 m) and can be found using following
equation:
( )( )
1
ó vo a
f
K P
σ
−
′
=
where vo
'
σ effective overburden pressure and Pa
atmospheric pressure are measured in the same units
and f is an exponent and its value depends on the
relative density Dr. For Dr = 40 percent ~ 60 percent,
f = 0.8 ~ 0.7 and for Dr = 60 percent ~ 80 percent,
f = 0.7 ~ 0.6. The correction for static shear stresses Kα
is required only for sloping ground and is not required
in routine engineering practice. Therefore, in the scope
of this standard, value of Kα shall be assumed unity.
For assessing liquefaction susceptibility using:
a) SPT, go to Step 6(a) or
b) CPT, go to Step 6(b) or
c) Shear wave velocity, go to Step 6(c).
Step 6 — Obtain cyclic resistance ratio CRR7.5,
6(a) Using values of SPT
Evaluate the SPT (standard penetration test)
blow count N60, for a hammer efficiency of
60 percent. Specifications for standardized
equipment are given in Table 11. If equipment
used is of non-standard type, N60 shall be
obtained using measured value (N):
60 60
N NC
= ,
where
60 HT HW SS RL BD
C C C C C C
= .

39
IS 1893 (Part 1) : 2016
Factors CHT, CHW, CSS, CRL and CBD
recommended by various investigators for
some common non-standard SPT
configurations are provided in Table 12. For
SPT conducted as per IS 2131, the energy
delivered to the drill rod is about 60 percent
therefore, C60 may be assumed as 1. The
computed N60 is normalized to an effective
overburden pressure of approximately 100 kPa
using overburden correction factor CN using:
( )
1 N 60
60
N C N
= ,
where
a
N
vo
1.7
'
P
C
σ
= ≤ ,
The cyclic resistance ratio CRR7.5 is estimated
from Fig. 8, using (N1)60 value.
Effect of fines content FC (in percent) can be
rationally accounted by correcting (N1)60 and
finding (N1)60CS as follows:
( ) ( )
1 1
60CS 60
N N
α β
= + ,
where
2
190
1.76 1.5
for 5
0 1
percent
for 5 percent
0.99 35
1 000 percent
for 35
0.5 1.2
percent
FC
FC
FC
e FC
FC
α β
α β
α β
 
 
− 
 
 
 
≤
= =
= = +
≥
= =
.
Again, Fig. 8 can be used to estimate CRR7.5,
where (N1)60CS shall be used instead of (N1)60
and only SPT clean sand based curve shall be
used irrespective of fines contents. The
CRR7.5 can be estimated using following
equation, instead of Fig. 8:
CRR7.5
=
( )
( )
( )
1 60CS
1 60CS
2
1 60CS
1
34 135
50 1
200
10 45
N
N
N
+ +
−
−
 
× +
 
FIG. 8 RELATION BETWEEN CRR AND (N1)60 FOR SAND FOR MW
7.5 EARTHQUAKES

40
IS 1893 (Part 1) : 2016
6(b) Using values of CPT
The CPT procedure requires normalization of
measured cone tip resistance qc using
atmospheric pressure Pa and correction for
overburden pressure CQ as follows:
c
C1N Q
a
q
q C
P
 
=  
 
,
where qCIN is normalized dimensionless cone
penetration resistance, and
n
a
Q
vo
'
P
C
σ
 
=  
 
0.5 for sand
1 for clay
n

= 

The normalized penetration resistance qC1N
for silty sands is corrected to an equivalent
clean sand value (qC1N)CS by the following
relation:
(qC1N)CS = kC qC1N
where
kC = Correction factor to account for grain
characteristics
= c
4 3 2
1.0 (for 1.64)
0.403 5.581 21.63 33.75 17.88
c c c c
I
I I I I
≤

− + − + −

(for Ic
1.64), and
( ) ( )
2 2
c 3.47 log 1.22 log
I Q F
= − + −
n
c vo a
a vo
q P
Q
P
σ
σ
   
−
=    
′
   
s
c vo
100 percent
f
F
q σ
 
=  
−
 
, and
where fs = measured sleeve friction.
Using (qC1N)CS find the value of CRR7.5 using Fig. 9.
Alternatively, the CRR7.5 can be found using
following equations:
FIG. 9 RELATION BETWEEN CRR AND (qC1N)CS FOR MW
7.5 EARTHQUAKES

41
IS 1893 (Part 1) : 2016
( )
( )
( )
( )
C1N CS
C1N CS
7.5 3
C1N CS
C1N CS
0.833 0.05, 0 50
1 000
93 0.08, 50 160
1 000
q
q
CRR
q
q
  
+
  
 


= 
 

+ ≤
  
 


6(c) Using shear wave velocity:
Apply correction for overburden stress to
shear wave velocity Vs for clean sands using:
0.25
a
s1 s
vo
P
V V
σ
 
=  
′
 
where (Vs1) is overburden stress corrected
shear wave velocity. Using Vs1 find the value
of CRR7.5 using Fig. 10. Alternatively, the
CRR7.5 can be found using following equation:
2
s1
7.5 * *
s1 s1 s1
1 1
100
V
CRR a b
V V V
 
 
= + −
 
 
−
   
where *
s1
V is limiting upper value of Vs1 for
liquefaction occurrence; a and b are curve
fitting parameters. The values of a and b in
Fig. 10 are 0.022 and 2.8, respectively. *
s1
V can
be assumed to vary linearly from 200 m/s for
soils with fine content of 35 percent, to 215 m/s
for soils with fine contents of 5 percent or less.
Step 7 — Calculate the factor of safety FS against initial
liquefaction using:
CRR
FS
CSR
= ,
where CSR is as estimated in Step 4 and CRR in Step 5.
When the design ground motion is conservative,
earthquake related permanent ground deformation is
generally small, if 1.2
FS ≥ .
Step 8 — If FS 1, then the soil is assumed to liquefy.
FIG. 10 RELATION BETWEEN CRR AND VS1 FOR MW
7.5 EARTHQUAKES

42
IS 1893 (Part 1) : 2016
Table 11 Recommended Standardized SPT Equipment (seeIS 2131)
[Clause F-1, Step: 6(a)]
Sl No. Element Standard Specification
(1) (2) (3)
i) Sampler Standard split-spoon sampler with, outside diameter, OD = 51 mm; and inside diameter, ID = 35 mm
(constant, that is, no room for liners in the barrel)
ii) Drill rods A or AW type for depths less than 15.2 m; N or NW type for greater depths
iii) Hammer Standard (safety) hammer with,
a) weight = 63.5 kg; and
b) drop height = 762 mm (delivers 60 percent of theoretical free fall energy)
iv) Rope Two wraps of rope around the pulley
v) Borehole 100-130 mm diameter rotary borehole with bentonite mud for borehole stability (hollow stem augers
where SPT is taken through the stem)
vi) Drill bit Upward deflection of drilling mud (tricone or baffled drag bit)
vii) Blow count rate 30 to 40 blows per minute
viii) Penetration
resistant count
Measured over range of 150 mm – 450 mm of penetration into the ground
Table 12 Correction Factors for Non-Standard SPT Procedures and Equipment
[Clause F-1, Step: 6(a)]
NOTES
1 N = Uncorrected SPT blow count.
2 60 HT HW SS RL BD
C C C C C C
=
3 60 60
N NC
=
4 CN = Correction factor for overburden pressure ( )
1 N 60
60
N C C N
= .
Sl No. Correction for Correction Factor
(1) (2) (3)
i) Non-standard hammer weight or height of fall 0.75 (for Donut hammer with rope and pulley)
CHT =
1.33 (for Donut hammer with trip/auto)
and
Energy ratio = 80 percent
ii) Non-standard hammer weight or height of fall CHW =
48387
HW
where
H = height of fall (mm), and
W = hammer weight (kg)
1.1 (for loose sand)
iii) Non-standard sampler setup (standard samples with
room for liners, but used without liners)
CSS =
1.2 (for dense sand)
0.9 (for loose sand)
iv) Non-standard sampler setup (standard samples with
room for liners, but liners are used)
CSS =
0.8 (for dense sand)
v) Short rod length CRL =
= 0.75 (for rod length 0-3 m)
vi) Nonstandard borehole diameter
CBD =
1.00 (for bore hole diameter of 65-115 mm)
= 1.05 (for bore hole diameter of 150 mm)
= 1.15 (for bore hole diameter of 200 mm)

43
IS 1893 (Part 1) : 2016
ANNEX G
(Foreword)
COMMITTEECOMPOSITION
Earthquake Engineering Sectional Committee, CED 39
Organization Representative(s)
Indian Institute of Technology Roorkee, Roorkee DR D. K. PAUL (Chairman)
Association of Consulting Civil Engineers, Bengaluru SHRI SANDEEP SHIRKHEDKAR
SHRI ASWATH M U (Alternate)
Atomic Energy Regulatory Board, Mumbai SHRI L. R. BISHNOI
SHRI ROSHAN A. D. (Alternate)
Bharat Heavy Electricals Limited, New Delhi SHRI RAVI KUMAR
SHRI HEMANT MALHOTRA (Alternate)
Building Materials Technology Promotion Council, New Delhi SHRI J. K. PRASAD
SHRI PANKAJ GUPTA (Alternate)
Central Public Works Department, New Delhi CHIEF ENGINEER (CDO)
SUPERINTENDING ENGINEER (D) II (Alternate)
Central Soils and Materials Research Station, New Delhi SHRI NRIPENDRA KUMAR
DR MANISH GUPTA (Alternate)
Central Water Commission, New Delhi DIRECTOR CMDD (E NE)
DIRECTOR, EMBANKMENT (Alternate)
Creative Design Consultants Private Limited, Ghaziabad SHRI AMAN DEEP
SHRI BARJINDER SINGH (Alternate)
CSIR-Central Building Research Institute, Roorkee DR NAVJEEV SAXENA
DR AJAY CHOURASIA (Alternate)
CSIR-National Geophysical Research Institute, Hyderabad DR M. RAVI KUMAR
DR N. PURNACHANDRA RAO (Alternate)
CSIR-Structural Engineering Research Centre, Chennai DR K. MUTHUMANI
DR N. GOPALAKRISHNAN (Alternate)
D-CAD Technologies, New Delhi DR K. G. BHATIA
DDF Consultants Pvt Ltd, New Delhi DR PRATIMA R. BOSE
SHRI SADANAND OJHA (Alternate)
Directorate General of Border Roads, New Delhi SHRI A. K. DIXIT
Engineers India Limited, New Delhi MS ILA DASS
DR G. G. SRINIVAS ACHARY (Alternate)
Gammon India Limited, Mumbai SHRI V. N. HEGGADE
SHRI ANAND DESAI (Alternate)
Geological Survey of India, Lucknow SHRI K. C. JOSHI
Housing Urban Development Corporation Limited, New Delhi SHRI SAMIR MITRA
Indian Association of Structural Engineers, New Delhi SHRI S. C. MEHROTRA
SHRI ALOK BHOWMICK (Alternate)
Indian Concrete Institute, Chennai DR K. P. JAYA
Indian Institute of Technology Bombay, Mumbai DR RAVI SINHA
DR ALOK GOYAL (Alternate)
Indian Institute of Technology Bhubaneswar, Bhubaneswar DR SURESH RANJAN DASH
Indian Institute of Technology Gandhinagar, Gandhinagar, DR SUDHIR K. JAIN
DR AMIT PRASHANT (Alternate)
Indian Institute of Technology Guwahati, Guwahati DR HEMANT B. KAUSHIK
Indian Institute of Technology Kanpur, Kanpur DR DURGESH C. RAI
Indian Institute of Technology Jodhpur, Jodhpur DR C. V. R. MURTY
Indian Institute of Technology Madras, Chennai DR A. MEHER PRASAD
DR RUPEN GOSWAMI (Alternate I)
DR ARUN MENON (Alternate II)

44
IS 1893 (Part 1) : 2016
Organization Representative(s)
Indian Institute of Technology Roorkee, Roorkee DR YOGENDRA SINGH
DR MANISH SHRIKHANDE (Alternate I)
DR ASHOK MATHUR (Alternate II)
DR B. K. MAHESHWARI (Alternate III)
Indian Institute of Information Technology, Hyderabad DR R. PRADEEP KUMAR
Indian Road Congress, New Delhi SECRETARY GENERAL
DIRECTOR (Alternate)
Indian Society of Earthquake Technology, Roorkee DR H. R. WASON
DR M. L. SHARMA (Alternate)
Military Engineer Services, Engineer-in-Chief’s Branch, BRIG SANDEEP RAWAT
Army HQ, New Delhi LT COL GAURAV KAUSHIK (Alternate)
Ministry of Earth Sciences, National Centre for Seismology, DR O. P. MISHRA
New Delhi DR H. S. MANDAL (Alternate)
National Council for Cement and Building Materials, Ballabgarh SHRI V. V. ARORA
National Disaster Management Authority, New Delhi SHRI SACHIDANAND SINGH
DR SUSANTA KUMAR JENA (Alternate)
National Thermal Power Corporation, Noida SHRI PRAVEEN KHANDELWAL
SHRI SAURABH GUPTA (Alternate)
Nuclear Power Corporation of India Limited, Mumbai SHRI ARVIND SHRIVASTAVA
SHRI RAGUPATI ROY (Alternate)
Research, Designs and Standards Organization, Lucknow EXECUTIVE DIRECTOR (BS)
DIRECTOR (BS)/SB-I (Alternate)
RITES Limited, Gurugram GROUP GENARAL MANAGER (CED)
Risk Management Solutions Inc (RMSI), Noida SHRI SUSHIL GUPTA
Tandon Consultants Private Limited, New Delhi PROF MAHESH TANDON
SHRI VINAY K. GUPTA (Alternate)
Tata Consulting Engineers, Mumbai SHRI K. V. SUBRAMANIAN
SHRI B. B. GHARAT (Alternate)
VMS Consultants Private Limited, Mumbai MS ALPA R. SHETH
SHRI R. D. CHAUDHARI (Alternate)
Visvesvaraya National Institute of Technology, Nagpur DR O. R. JAISWAL
DR R. K. INGLE (Alternate)
Wadia Institute of Himalayan Geology, Dehradun DR RAJESH SHARMA
DR VIKRAM GUPTA (Alternate)
In personal capacity, [L-802, Design Arch, e-Homes, DR A. S. ARYA
Sector-5, Vaishali, Gaziabad]
In personal capacity [174/2 F, Solanipuram, Roorkee] DR S. K. THAKKAR
In personal capacity [36 Old Sneh Nagar, Wardha Raod, Nagpur] SHRI L. K. JAIN
In personal capacity [H-102, V.V.I.P. Addresses, Raj Nagar DR A. K. MITTAL
Extension, Ghaziabad]
In personal capacity [Flat No. 220, Ankur Apartments, DR V. THIRUVENGADAM
Patparganj, Delhi]
BIS Directorate General SHRI SANJAY PANT, SCEINTIST E AND HEAD (CIVIL ENGINEERING)
[Representing Director General (Ex-Officio)]
Member Secretary
SHRI S. ARUN KUMAR
SCIENTIST ‘D’ (CIVIL ENGINEERING), BIS
Composition of the Drafting Group under CED 39
Indian Institute of Technology Jodhpur, Jodhpur DR C. V. R. MURTY
Indian Institute of Technology Madras, Chennai DR RUPEN GOSWAMI
Indian Institute of Technology Bombay, Mumbai DR RAVI SINHA
VMS Consulting Private Limited, Mumbai MS ALPA R. SHETH

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Amend No. Date of Issue Text Affected
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