CED39(7975)_04022016.pdf

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यप चालम ौद : दीईडी 39/ -10 03 फावा 2016 हौा दंरभ रभ ट ट -10 पीय ंीय इंिजीमयचांग वषय दौित, दीईडी 39 पे दरी दसय दसय : र तपमीप दौित : ूपं

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त तपतभ : 1 दव इंिजीमया िजीमया वरग चाष पे ल ाखमे वे वे दसय दसय 2 दीईडी 39 पे दरी दसय दसय 3 ल ाखमे वे वे अनय अनय िमपय ौहोय (य ), िमिखत िमिखत ि  ौ ौलख्ि ख्ि ैं: ेख दंय शीषभप दीईडी 39(7975)WC

1 दौनय वधम दांलमओं पे र पाोधी डजइम पे पे ौमंड रग रग 1 दौनय वधम औा रवम औा रवम पे पे ूपाोधी डजइम (IS 1893 ( रग 1) प शिम श ( प छठ छठ   माकण ) प यप चालम ौद  श ुमाकण

 ि  ौ  अखोि  औ अिपी ौम ौम य यै  एै  े े  ृ पय इौ ि यद य ि ि  प   ोै ो िइ प अख ि  आप आप यौय अव ो  य िदाइय आ आ ौी ंै  ौमय ौमय  िे िे   अल  थव : 15 अै 15 अै 2016 ौम ौम ोई ैो ो  ृ पय अधोैसक अधोैसक ो रपखत प प प ौलख्ि ख्ि फोौ ट   े े य ट [email protected] प ईख    यद ोई ौम ौम   िैल ैोी ैअव ौम    ख  ौमन ौमनधी धी  दह ै रपो एदह ए ई ो रपो खत ो त ो यव अल  प दय ेग  यद ौम  िी  ृ   ै एएई ो य ौ  अयक अयक  पश ौ ौ अव अव िर इ इ प आग   यशै ै  ख य ौ ो  े ेि ेि    खत ो अल  प  दय ेग  यै खत ीय ि बय बय ो  ौइह ौइह ूो धनय धनय 

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) बी पे दनह ) ौ ख ( (दव इंिजीमया िजीमया ) ुख (

दंम म : उचाखत उचाखत


DRAFT IN WIDE CIRCULATION

Our Ref: CED 39/T- 10

03 February 2016

Technical Committee: Earthquake Engineering Sectional Committee, CED 39 Addressed to:

1 All Members Members of the Civil Engineering Engineering Division Council, CEDC CEDC 2 All Members Members of the Earthquake Earthquake Engineering Sectional Committee, CED CED 39 and its sub-committees and Panels, CED 39:4, CED 39:10, CED 39:4/P-1 and CED 39/P1 3 All others interested Dear Sir/Madam, Please find enclosed the following draft: Document No. Doc: CED 39(7975)

Title Draft Indian Standard Guidelines for Criteria For Earthquake Resistant Design Of Structures: Part 1 – 1 – General General Provisions For All Structures And Specific Provisions S ix th Revi R evi s ion io n of IS 1893 (Part (P art 1)] For Buildings [ S

Kindly examine the draft and forward your views stating any difficulties which you are likely to experience in your business or profession, if this is finally adopted as National Standard. Last Date for comments: 15 April 2016 Comments if any, may please be made in the format as attached and mailed to the undersigned at the above above address. You are requested to send your your comments preferably through e-mail to [email protected]. [email protected]. In case no comments are received or comments received are of editorial nature, you will kindly permit us to presume your approval for the above document as finalized. However, in case of comments of technical in nature are received then it may be finalized either in consultation with the Chairman, Sectional Committee or referred to the Sectional Committee for further necessary action if so desired by the Chairman, Sectional Committee. The document is also hosted on BIS website, www.bis.org.in. www.bis.org.in. Thanking you, Yours faithfully,

(B.K. Sinha) Head (Civil Engg.) Encl: As above


DRAFT IN WIDE CIRCULATION

Our Ref: CED 39/T- 10

03 February 2016

Technical Committee: Earthquake Engineering Sectional Committee, CED 39 Addressed to:

1 All Members Members of the Civil Engineering Engineering Division Council, CEDC CEDC 2 All Members Members of the Earthquake Earthquake Engineering Sectional Committee, CED CED 39 and its sub-committees and Panels, CED 39:4, CED 39:10, CED 39:4/P-1 and CED 39/P1 3 All others interested Dear Sir/Madam, Please find enclosed the following draft: Document No. Doc: CED 39(7975)

Title Draft Indian Standard Guidelines for Criteria For Earthquake Resistant Design Of Structures: Part 1 – 1 – General General Provisions For All Structures And Specific Provisions S ix th Revi R evi s ion io n of IS 1893 (Part (P art 1)] For Buildings [ S

Kindly examine the draft and forward your views stating any difficulties which you are likely to experience in your business or profession, if this is finally adopted as National Standard. Last Date for comments: 15 April 2016 Comments if any, may please be made in the format as attached and mailed to the undersigned at the above above address. You are requested to send your your comments preferably through e-mail to [email protected]. [email protected]. In case no comments are received or comments received are of editorial nature, you will kindly permit us to presume your approval for the above document as finalized. However, in case of comments of technical in nature are received then it may be finalized either in consultation with the Chairman, Sectional Committee or referred to the Sectional Committee for further necessary action if so desired by the Chairman, Sectional Committee. The document is also hosted on BIS website, www.bis.org.in. www.bis.org.in. Thanking you, Yours faithfully,

(B.K. Sinha) Head (Civil Engg.) Encl: As above

FORMAT FOR SENDING COMMENTS ON THE DOCUMENT [Please use A4 size sheet of paper only and type within fields indicated. Comments on each clause/subclause/ table/figure, etc, be stated on a fresh row. Information/comments should include reasons for comments, technical references and suggestions for modified wordings of the clause. Comments through e-mail in MS WORD format to [email protected] shall be appreciated.] appreciated.]

Doc. No.: No.:CED 39(7975)WC BIS Letter Ref : CED 39/T-10 Dated: Dated: 03 Feb 2016 Title: Criteria For Earthquake Resistant Design Of Structures: Part 1 – 1 – General General

Provisions For All Structures And Specific Provisions For Buildings [ Sixth Revision of IS 1893 (Part 1)] Name of the Commentator or Organization: Organization: ____________________________________ Clause No. with

Para No. or Table No. or Figure Figure No. commented (as applicable)

Abbreviation of the commentator

Comments/Modified Wordings

Justification for the Proposed Change

Draft for Comments only

CED 39(7975)WC February 2016

Draft Indian Standard (Not to be reproduced without the permission of BIS or used as an Indian Standard)

CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES: PART 1 – GENERAL PROVISIONS FOR ALL STRUCTURES AND SPECIFIC PROVISIONS FOR BUILDINGS [ Sixth Revision of IS 1893 (Part 1)] ICS 91.120.25

Earthquake Engineering Sectional Committee, CED 39

Last Date for Comments 15 April 2016

Foreword Formal clause will be added later.

Himalayan-Nagalushai region, Indo-Gangetic Plain, Western India, Kutch and Kathiawar regions are geologically unstable parts of the country, where devastating earthquakes have occurred. Also, a major part of the Peninsular India has been visited by strong earthquakes, but these were relatively few in number occurring at long intervals of time. Earthquake resistant design is essential, considering effects from studies of these Indian earthquakes and experiences collected worldwide, particularly in view of the extensive development of built environment underway in the country. IS 1893:1962 'Recommendations for earthquake resistant design of structures' was published in 1962 and revised first time in 1966. As a result of additional experiences collected in India and further knowledge and experience gained since the publication of the First Revision of this standard, the Sectional Committee felt the need to revise the standard again incorporating many changes, such as revision of maps showing seismic zones and epicenters, and adding a more rational approach for design of buildings and sub-structures of bridges. These were covered in the Second Revision of IS 1893 brought out in 1970. As a result of the increased use of the standard, considerable amount of suggestions were received for modifying some of the provisions of the standard, and, therefore, Third Revision of the standard was brought out in 1975. It incorporated the following changes: (1) The standard incorporated seismic zone factors (previously given as multiplying factors in the second revision) on a more rational basis. (2) Importance factors were introduced to account for the varying degrees of importance for various structures. (3) In the clauses for design of multi-storeyed buildings, the flexibility of the structure was incorporated in the form of a curve for the coefficient of flexibility with respect to natural period of buildings. (4) A more rational method was suggested to combine modal shear forces. (5) New clauses were introduced for determination of hydrodynamic

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pressures in elevated tanks. (6) Clauses on concrete and masonry dams were modified, taking into account their dynamic behaviour during earthquakes. Simplified expressions were introduced for estimating design forces, based on results of studies carried out since publication of the second revision of the standard. The Fourth Revision, brought out in 1984, modified some provisions of the standard as a result of experience gained with the use of the standard. In this revision, important basic modifications were introduced with-respect to load factors, field values of N, base shear and modal analysis. A new concept was incorporated of performance factor, which depended on structural framing system employed in design and ductility incorporated in construction. Fig. 3 for design acceleration spectra was modified; a curve was introduced for zero percent damping. In the Fifth Revision brought out in 2002, the Sectional 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 earthquakeresistant design of various structures. Hence, IS 1893 was split into five parts, namely: (a) Part 1: General provisions and buildings (b) Part 2: Liquid retaining tanks – Elevated and Ground Supported (c) Part 3: Bridges and Retaining Walls (d) Part 4: Industrial Structures, including Stack-Like Structures (e) Part 5: Dams and embankments Part 1 contained general provisions on earthquake hazard assessment applicable to all structures covered in the above five parts. Also, it contained provisions specific to earthquake-resistant design of buildings. Unless stated otherwise, the provisions in Parts 2 to 5 were to be read necessarily in conjunction with the general provisions laid down in Part 1. The major modifications made in the Fifth Revision included: (1) Seismic zone map was revised with only four zones, instead of five. Erstwhile Zone I was merged to Zone II. Hence, Zone I did not appear in the new zoning, and only Zones II, III, IV and V did. (2) Values of seismic zone factors were changed; they reflected more realistic values of effective peak ground acceleration of the Maximum Considered Earthquake (MCE). (3) Response Design Acceleration spectra were specified for three types of founding strata, namely (a) rocky or hard soil, (b) medium or stiff soil, and (c) soft soil. (4) Empirical expression were revised for estimating the fundamental natural period T a of multi-storeyed buildings with regular moment resisting frames. (5) A revised approach was adopted in seismic design. First, the actual earthquake force was to be estimated, which may be induced in the structure during the MCE, if it were to remain elastic. Then, the design earthquake force was to be estimated, by dividing this induced elastic force by a Response Reduction Factor R ; R explicitly accounted for ductile deformation, overstrength, redundancy, and replaced the earlier

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performance factor. (6) A lower bound was specified for the design base shear of buildings, based on empirical estimate of the fundamental natural period, T a. (7) Soil-foundation system factor was dropped. Instead, a clause was introduced to restrict the use of foundations vulnerable to differential settlements in severe seismic zones. (8) Torsional eccentricity values were revised upwards in view of serious damages observed in buildings with irregular plan configurations. (9) Modal combination rule was revised in dynamic analysis of buildings. (10) Other clauses were redrafted, where necessary, for more effective implementation. In this current (Sixth) revision, in addition to others, the following significant changes have been included: 1) Additional clarity on how to handle different types of irregularity of structural system; 2) Explicitly including effect of masonry infill walls on design of frame buildings; 3) Simplifying torsional provisions; and 4) Including simplified method for liquefaction potential analysis. Structures designed as per this standard are expected to sustain structural damage, but are not expected to collapse during strong earthquake ground shaking. In seismically active areas, construction should be avoided of structures, which may result in heavy debris and consequent loss of life and property, such as unreinforced masonry (for example, adobe, stone or brick masonry in mud mortar, and random rubble stone masonry). Earthquake can cause damage not only on account of the shaking which results from them, but also due to other chain effects, like landslides, floods, tsunamis, fires and disruption to communication. Therefore, it is important to take necessary precautions in the siting, planning and design of structures, so that they are safe against such secondary effects also. The provisions of this standard are intended for earthquake resistant design of only normal structures. This standard is not applicable for the earthquake hazard estimate and earthquake resistant design of special structures (such as large and tall dams, long-span bridges and major industrial projects). Such projects require rigorous, sitespecific investigation to arrive at the earthquake hazard assessment. Also, the higher earthquake performance expectation from the special structures may require designers to depart from the general principles of earthquake-resistant design enunciated for normal structures in Parts 1 to 5 of this standard. The Sectional Committee recognizes the urgent need for a quantitative basis for earthquake zoning and earthquake hazard assessment. But, arriving at a quantitative earthquake zoning for India is not possible currently, owing to a number of factors, including the scant availability of instrument recorded data. Thus, the current earthquake zone map of India is based on maximum earthquake intensity sustained by each location during the past earthquakes in India.

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Though the magnitudes of different earthquakes which have occurred in the past are estimated reasonably well, the maximum intensities of ground shaking at different places caused by these earthquakes have so far been estimated mostly by postearthquake field damage surveys; there is little instrumental evidence to corroborate the conclusions so arrived at. Thus, a zoning map, which is based on the maximum intensities arrived at each location in the nation, is likely to lead to incorrect conclusions in view of (a) possible human errors in judgment during the damage survey for assessment of intensities, and (b) variation in quality of design and construction of structures causing variation in type and extent of damage to the structures for the same intensity of shaking. Therefore, the Sectional Committee has considered that an interim rational approach to arrive at an earthquake zoning map would be one based on the maximum intensities at each location as recorded from damage surveys after past earthquakes, modified to account for: (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. Also, the Committee reviewed the map so arrived at with the past history, and drew lines demarcating the different zones so as to be clear of important towns, cities and industrial areas, to address economics of projects in such areas. Maps shown in Figure 1 and Annexes B & C were prepared based on the information available upto 1993. However, Annex A is prepared based on information available from January 1505 to December 2013. The Sectional Committee has attempted to include a Seismic Zoning Map (Fig. 1) for this purpose. The object of this map is to classify the area of the country into a number of zones in which one may reasonably expect earthquake shaking of more or less same maximum intensity in future. The intensity as per 1964 MSK Intensity Scale (see Annex D) broadly associated with the various zones is VI (or less), VII, VIII and IX (and above) for Zones II, III, IV and V respectively. The maximum seismic ground acceleration in each zone has not been predicted with accuracy either on a deterministic or on a probabilistic basis. The Seismic Zone Factors included herein are considered values of normalized effective peak ground accelerations to be adopted in the design of various structures covered in this standard. Seismic Zone Factors for some important towns are given in Annex E. In the 2002 Seismic Zone Map, Zones I and II of the 1970 Seismic Zone Map were merged and assigned the level of Seismic Zone II. Considering the seismicity in southern India, (a) the region that was affected by the 1993 Killari earthquake was included in Zone III; (b) the Bellary isolated zone was removed; and (c) in parts of east coast areas showing hazard similar to that of the Killari area, the level of Zone II was enhanced to Zone III and connected with Zone III of Godavari Graben area. The seismic hazard level goes on progressively increasing from southern peninsular

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portion to the Himalayan main seismic source. The revised seismic zoning map gave status of Zone III to Narmada Tectonic Domain, Mahanadi Graben and Godavari Graben. This is a logical normalization keeping in view the apprehended higher strain rates in these domains on geological consideration of higher neo-tectonic activity recorded in these areas. Attention is particularly drawn to the fact that the intensity of ground shaking due to an earthquake could vary locally at any place due to variation in soil conditions. Earthquake response of systems would be affected by different types of foundation system in addition to variation of ground motion due to various types of soils. Considering the effects in a gross manner, the standard gives guidelines for arriving at design seismic coefficients based on stiffness of base soil reflected by the corrected SPT values. The design horizontal acceleration coefficient specified in this standard for the design of a structure, is dependent on many factors. It is an extremely difficult task to determine the exact design horizontal acceleration coefficient in each given case. Therefore, it is necessary to indicate broadly the design horizontal acceleration coefficients that could be adopted generally in different parts or zones of the country, though, of course in the case of all important projects, rigorous analyses shall be performed considering all factors involved, to arrive at suitable design horizontal acceleration coefficients. The effects of the maximum credible earthquake in the four seismic zones may be taken to be twice that of the effects of the design seismic coefficient specified in this standard for the respective seismic zones. Though the basis for the design of different types of structures is covered in this standard, it is not implied that detailed dynamic analysis should be made in every case. Base isolation and energy absorbing devices may be used for earthquake resistant design. Only standard devices having detailed experimental data on the performance should be used. The designer must demonstrate by detailed analyses that these devices provide sufficient protection to the buildings and equipment as envisaged in this standard. Performance of all assembled isolation and energy absorbing devices should be evaluated experimentally, and duly approved by the competent authority identified by the client owner of the structure, before such devices are used in practice. Design of buildings and equipment using such device should be reviewed by a competent authority. In general, base isolation systems are found useful for short period structures, say those with fundamental periods, including soil-structure interaction less than 0.7s. To control the serious loss of life and economic loss, the technique of base isolation can be an alternate damage control strategy, which should be promoted or encouraged in Seismic Zones III, IV and V. The commonly used seismic isolators are: (i) laminated natural rubber bearings, (ii) high damping rubber bearings, (iii) laminated lead rubber bearings, and (iv) sliding bearings.

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A combination of different types of isolators can be adopted to achieve satisfactory stiffness of the isolation system. Supplementary dampers (viscous or metallicyielding dampers) can be used along with base isolation systems, to reduce relative displacement demand on the isolated superstructure. Currently, the Indian Standard for design of base isolated buildings is under preparation; until such a standard is available, specialist literature should be consulted for design, detail, installation and maintenance of base isolation systems. In the preparation of this standard, effort has been made to coordinate with standards and practices prevailing in different countries in addition to relatin g it to the practices in the field in this country. Assistance has particularly been derived from the following publications: (a) IBC 2015, International Building Code, International Code Council, USA, 2015; (b) NEHRP 2009, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures, Report No. FEMA P-750, Federal Emergency Management Agency, Washington, DC, USA, 2009; (c) ASCE/SEI 7-10, Minimum Design Loads for Buildings and Other Structures, American Society of Civil Engineers, USA, 2010; and (d) 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 Bombay, Kanpur, Madras, Roorkee and Jodhpur; 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 through 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. For the guidance of users, informative annexes have been included on ‘performance based design’ and ‘design of slab-column systems’ at Annex G and Annex H respectively. The units used with the items covered by the symbols shall be consistent throughout this standard, unless specifically noted otherwise. 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. General Information to the users: The Sectional Committee is currently deliberating on the following subjects for possible standardization:   

Probabilistic seismic hazard map (PSHM) of India Provisions on flat slabs Performance Based Design (including retrofitting)

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     


Response spectra (for 6 seconds and more) & Soil classification Guidelines on Seismic Microzonation Seismic Base Isolation & Energy Absorption Devices Liquefaction potential of soils during earthquakes (Including mitigation measures; incorporation for design purposes) Seismic Qualification of Equipment & Systems Post-Earthquake Damage Assessment of Buildings

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Draft Indian Standard (Not to be reproduced without the permission of BIS or used as an Indian Standard)

CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES: PART 1 – GENERAL PROVISIONS FOR ALL STRUCTURES AND SPECIFIC PROVISIONS FOR BUILDINGS [ Sixth Revision of IS 1893 (Part 1)] ICS 91.120.25

Earthquake Engineering Sectional Committee, CED 39

Last Date for Comments 15 April 2016

1 SCOPE 1.1 This standard 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 [IS 1893 (Part 1)] deals with earthquake-resistant design of buildings; earthquake-resistant design of the other structures is dealt with in IS 1893 (Parts 2 to 5). 1.2 Temporary elements, such as scaffolding and temporary excavations, need to be designed for appropriate earthquake effects. 1.3 This standard does not deal with construction features relating to earthquakeresistant 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. Also, this standard is not applicable for seismic design of critical and special facilities, like nuclear power plants, petroleum refinery plants, and large dams.

2 REFERENCES 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 800: 2007 875

Code of Practice for Plain and Reinforced Concrete (Fourth Revision) Code of Practice for General Construction in Steel (Second revision) Code of Practice for Design Loads (other than earthquake) for Buildings and Structures:

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Part 1: 1987 Part 2: 1987 Part 3: 2015 Part 4: 1987 Part 5: 1987 1343: 2012 1498: 1970 1888: 1982 1893 Part 4:2016 2131: 1981 2809:1972 2810: 1979 4326:2013 6403: 1981 13827:1993 13828:1993 13920:2016 13935:1993


Dead Loads - Unit weights of building material and stored materials (Second Revision) Imposed Loads (Second Revision) Wind Loads (Third Revision) Snow Loads (Second Revision) Special Loads and Load Combinations (Second Revision) Code of Practice for Prestressed Concrete (Second Revision) Classification and Identification of Soils for General Engineering Purposes (First Revision) Method of Load Test on Soils (Second Revision) Criteria for Earthquake Resistant Design of Structures: Part 3: Industrial Structures including Stack-Like Structures (First Revision) (under print) Method of Standard Penetration Test for Soils (First Revision) Glossary of Terms and Symbols relating to Soil Engineering (First Revision) Glossary of Terms relating to Soil Dynamics (First Revision) Earthquake Resistant Design and Construction of Buildings - Code of Practice (Third Revision) (including its Amendment No. 1) Code of Practice for Determination of Bearing Capacity of Shallow Foundations (First Revision) Improving Earthquake Resistance of Earthen Buildings - Guidelines Improving Earthquake Resistance of Low Strength Masonry Buildings – Guidelines Ductile Design and Detailing of Reinforced Concrete Structures subjected to Seismic Forces - Code of Practice (First Revision) (under print) Repair and Seismic Strengthening of Buildings – Guidelines

3 TERMINOLOGY 3.1 For the purpose of this standard, definitions given below shall apply to all structures, in general. For definitions of terms pertaining to soil mechanics and soil dynamics, reference may be made to IS 2809 and IS 2810, and for definitions of terms pertaining to 'Loads', to reference may be made to IS 875 (Parts 1 t o 5). 3.2 Closely-Spaced Modes These 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. 3.3 Critical Damping It is the damping beyond which the free vibration motion will not be oscillatory. 3.4 Damping It is 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 3.3).

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3.5 Design Acceleration Spectrum It is 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. 3.6 Design Basis Earthquake lt is the earthquake level that forms the general basis of earthquake-resistant design of structures as per the provisions of this standard. For normal structures, this standard assumes the effect of the design basis earthquake to be one half of that due to maximum considered earthquake. 3.7 Design Horizontal Acceleration Coefficient ( Ah) It is a horizontal acceleration coefficient that shall be used for design of structures. 3.8 Design Horizontal Force It is the horizontal seismic force prescribed by this standard that shall be used to design a structure. 3.9 Ductility It is the capacity of a structure (or its members) to undergo large inelastic deformations without significant loss of strength or stiffness. 3.10 Epicentre It is the geographical point on the surface of earth vertically above the Focus of the earthquake. 3.11 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. 3.12 Focus It is the first point of slip on the tectonic fault, at which the slip starts and from which elastic waves originate inside the earth, which cause shaking of the ground. 3.13 Importance Factor ( I) It is a factor used to estimate design seismic force depending on the functional use of the structure, characterized by hazardous consequences of its failure, postearthquake functional needs, historical value, or economic importance. 3.14 Intensity of Earthquake It is measure of the strength of ground shaking manifested at a place during the earthquake; it is indicated by a roman capital numeral on the MSK Scale of seismic intensity (See Annex D). 3.15 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).

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3.16 Lithological Features These 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. 3.17 Maximum Considered Earthquake It is the most severe earthquake considered by this standard for the design of structures. 3.18 Modal Mass M k 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. The modal mass for a given mode has a unique value irrespective of scaling of the mode shape. 3.19 Modal Participation Factor P k in Mode k of a Structure It is 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. 3.20 Modes of Vibration (see Clause 3.23) 3.21 Mode Shape Coefficient ( ik ) It is the spatial 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 [ ], in which each column represents one natural mode shape. The element  ik is called the mode shape coefficient associated with degree of freedom i , when the structure is oscillating in mode k . Mode shape matrix [ ] uncouples the N coupled equations of motion written along each of the N degrees of freedom, into a set of N independent uncoupled equations, each representing one single degree of freedom system. 3.22 Natural Period T k in Mode k of Oscillation It is the time taken (in seconds) by the structure to complete one cycle of oscillation in its first natural mode k of oscillation. 3.22.1 Fundamental Natural Period T 1 It is the time taken (in seconds) by the structure to complete one cycle of oscillation in its natural mode of oscillation; this mode of oscillation is called the fundamental natural mode of oscillation. 3.23 Normal Mode of Vibration These are special undamped free vibrations in which all points on the structure vibrate harmonically at the same frequency such that all these points reach their individual maximum responses simultaneously.

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3.24 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. 3.24.1 Effective Peak Ground Acceleration It is 0.4 times the 5 percent damped average spectral acceleration in the range of natural periods 0.1-0.3 s. This shall be taken as Zero Period Acceleration (ZPA). This shall be based on a statistically large set of ground motions. But, for the purpose of this standard, such an exercise has not been performed; this concept of Effective Peak Ground Acceleration is adopted as the basis of the Seismic Zone Factor , Z . 3.25 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. 3.26 Response Spectrum It is the representation of a spectrum of maximum responses during a given earthquake ground motion of idealized single degree freedom systems having different natural periods and given damping. Graphically, for a given value of damping, this maximum response is drawn on the Y-axis with undamped natural period on the X-axis; the response referred to here can be maximum absolute acceleration, maximum relative velocity, or maximum relative displacement. 3.27 Response Acceleration Coefficient (Sa/g ) of a Structure It is a factor denoting the normalized acceleration spectrum value of a structure subjected to earthquake ground shaking, and depends on natural period of oscillation considered and damping of the structure. 3.28 Scales of Earthquake 3.28.1 Richter Magnitude Scale (ML  It is a measure of energy released in an earthquake. It is defined as logarithm to the base 10 of the maximum trace amplitude, expressed in microns, which the standard short-period torsion seismometer (with a period of 0.8 s, magnification 2 800 and damping nearly critical) would register due to the earthquake at an epicenter distance of 100 km. It is expressed as an Arabic numeral with one decimal. 3.28.2 Moment Magnitude Scale ( Mw) It is a measure of energy released in an earthquake, and may be estimated as Mw = ⅔ log10 M 0 – 10.73, where M 0 is the seismic moment, which is the equal to rigidity of the earth multiplied by average slip at the fault and area over which slip occurred. 3.29 Seismic Mass of a Structure It is the seismic weight of a structure divided by acceleration due to gravity. Seismic mass of a floor is the seismic weight of the floor divided by acceleration due to gravity.

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3.30 Seismic Weight (W ) of a Structure It is the total dead load of a structure plus appropriate amounts of specified imposed load on the structure. Seismic weight of a floor is the total dead load of the floor plus appropriate amounts of specified imposed load on the floor. 3.31 Seismic Zone Factor (Z ) It is the maximum value of effective peak ground acceleration considered by this standard for the design of structures located in each seismic zone. 3.32 Tectonic Features It is the nature of geological formation of the bedrock in the earth's crust revealing regions characterized by structural features (such as dislocation, distortion, faults, folding and thrusts, along with volcanoes and their age of formation), which are directly involved in the movement or quake of the earth resulting in the above consequences. 3.33 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. Usually, this response is estimated at the same increment of time as that of the earthquake ground motion considered. 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 resting on pile foundations, it is considered to be at the top of pile cap. For buildings with basements, the base is considered at the bottommost basement level. 4.3 Base Dimension (d ) It is the dimension (in metre) of the base of the building along a direction of shaking at its base. 4.4 Centre of Mass (CM) It is the point in a building through which the resultant of the inertia force is considered to act during earthquake shaking. Unless otherwise stated, the inertia force considered is that associated with the horizontal shaking of the building. 4.5 Centre of Rigidity (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: (1) pure translation in the horizontal direction, and (2) no twist about vertical axis passing through the CR .

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4.5.2 For Multi-Storey Buildings It is defined in two ways, namely: (1) All-floor twist definition  It is the set of points on the horizontal floors of a multistorey building through which when the resultant internal resistances act, all floors of the building undergo (i) pure translation in the horizontal direction, and (ii) no twist about vertical axis passing through the CR . (2) Single-floor twist definition  It is a point on any horizontal floor of a multi-storey building through which when the resultant internal resistances act, that floor undergoes (i) pure translation in the horizontal direction, and (ii) no twist about vertical axis passing through the CR , while the other floors may undergo twist. These two definitions may give different values of design eccentricity. For multistorey structures with regular structural configurations, differences in responses estimated are not substantial; either of them may be used. 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 Rigidity (CR) of floor i . 4.7 Design Seismic Base Shear (V B) It is the least minimum required lateral strength that the structure must posses to resist seismic effects prior to onset of first significant yielding. 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 that resist earthquake-induced inertia effects. 4.9 Dual System Buildings with dual system consist of moment resisting frames and structural walls (or braced frames) such that: (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. 4.10 Height of Floor (hi) It is the difference in vertical elevations of the base and floor i of the building. 4.11 Height of Building (h) It is height of building (in m) from its base and its roof level,

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(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. 4.12 Horizontal Bracing System It is a horizontal truss system that serves the same function as a diaphragm. 4.13 Joints It is the portion of the column that is common to the beams and braces framing into it. 4.14 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. 4.15 Moment-Resisting Frame It is an assembly of beams and columns that resist induced and externally applied forces primarily by flexure. 4.15.1 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. 4.15.2 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. 4.16 Number of Storeys (n) Number of storeys of a building is the number of levels 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. 4.17 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 f rom additional seismic effects.

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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 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 Static Eccentricity (esi) It is the distance between centre of mass and centre of rigidity of floor i . 4.21 Storey It is the space between two adjacent floors. 4.21.1 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. 4.21.2 Weak Storey It is one in which the storey lateral strength 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. 4.22 Storey Drift It is the relative displacement between the floors above and below the storey under consideration. 4.23 Storey Shear (V i) It is the sum of design lateral forces at all levels above the storey i under consideration. 4.24 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. 4.25 Storey Lateral Translational Stiffness (K i) 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. 4.26 Structural Wall Plan Density (  sw ) It is the ratio of the cross-sectional area at the plinth level of RC Structural Walls resisting the lateral load and the plinth area of the building, expressed as a percentage. 4.27 Principal Axes Generally, principal axes of a building are two mutually perpendicular horizontal plan

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directions of a building along which the geometry of the building is oriented. 5 SYMBOLS The symbols and notations given below apply to the provisions of this standard: Ah Ak

Design horizontal earthquake acceleration coefficient Design horizontal earthquake acceleration spectrum value for mode k of vibration 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 7.8.3 esi Static eccentricity at floor i defined as the distance between centre of mass and centre of rigidity ELX Response quantity due to earthquake load for horizontal shaking along Xdirection Response quantity due to earthquake load for horizontal shaking along YELY direction ELZ Response quantity due to earthquake load for horizontal shaking along Zdirection F roof Design lateral forces at the roof due to all modes considered F i 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 K i Lateral translational stiffness of storey i L Dimension of a building in a considered direction Modal mass of mode k M k n Number of storeys or floors N SPT value for soil P k Modal participation factor of mode k Lateral force at floor i Qi Lateral force at floor i Qik Design lateral force at floor i in mode k r Number of modes to be considered as per 7.7.5.3 R Response Reduction Factor Sa /g 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 vibration of the structure (in second) T a Approximate fundamental period (in second) T k Undamped natural period of mode k of vibration (in second) T 1 Fundamental natural period of vibration (in second) V B Design seismic base shear

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V B V i V ik V roof W fW i Z  ik λ λk λc λ  ji  i


Design base shear calculated using the approximate fundamental period T a Peak storey shear force in storey i due to all modes considered Shear force in storey i in mode k Peak storey shear force in the top storey due to all modes considered Seismic Weight of the building Seismic Weight of floor i Seismic Zone Factor Mode shape coefficient at floor i in mode k Peak response (for example member forces, displacements, storey forces, storey shears or base reactions) due to all modes considered Absolute value of maximum response in mode k Absolute value of maximum response in mode c , where mode c is a closelyspaced mode Peak response due to the closely-spaced modes only Coefficient used in Complete Quadratic Combination (CQC) Method while combining responses of modes i and j Circular frequency (in rad/second) 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 location depend on magnitude of earthquake, its depth of focus, distance from the epicenter, characteristics of the path through which the seismic waves travel, and soil strata on which the structure stands. The random earthquake ground motions, which cause the structure to vibrate, 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 and cantilevered members. 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 soil; (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

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material behavior, 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 provisions for appropriate ductile detailing of steel members are given in IS 800. 6.1.5 Soil-Structure Interaction The soil-structure interaction refers to effects of the flexibility of supporting soilfoundation system on the response of structure. The soil-structure interaction may not be considered in the seismic analysis for structures supported on rock or rocklike material. 6.1.6 Equipment and other systems, which are supported at various floor levels of the structure, will be subjected to motions corresponding to vibration at their support points. In important cases, it may be necessary to obtain floor response spectra for design of equipment 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: (i) (ii)

The addition shall comply with the requirements for new structures, The 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 (iii) The 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.

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6.1.8 Change in Occupancy When a change of occupancy results in a structure being re-classified to a higher importance factor (I ), the structure shall conform to seismic requirements for new structures with the higher importance factor. 6.2 Assumptions The following assumptions shall be made in the earthquake-resistant design of structures: (1) 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 t ime to build up such amplitudes. But, there are exceptions where resonancelike conditions have been seen to occur between long distance waves and tall structures founded on deep soft soils. (2) Earthquake is not likely to occur simultaneously with high wind, maximum flood or maximum sea waves. (3) 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 1343 and IS 800). 6.3 Load Combinations and Increase in Permissible Stresses 6.3.1 Load Combinations When earthquake effects are considered on a structure, the loads shall be combined as per the four sets of load combinations below: (1) Structure (2) Structure (3) Structure (4) Structure

built, occupied, and no earthquake shaking: built, occupied, and earthquake shaking: built, not occupied, and earthquake shaking: being built, and earthquake shaking:

1.5 1.2 1.5 0.9

(DL + IL) (DL + IL ± EL) (DL ± EL) DL ± 1.5 EL

where the terms DL, IL and EL stand for the response quantities due to dead load, imposed load (including temperature load, and crane load) and equivalent static designated earthquake load, respectively. The above seven combinations shall apply to limit state design of reinforced concrete and prestressed concrete structures. Load combinations given in IS 800 shall apply to plastic design of steel structures. 6.3.1.1 Even when load combinations that do not contain earthquake effects indicate larger demands than combinations including them, it may be critical to adopt provisions given in this standard, IS 13920 and IS 800, related to design, ductile detailing and construction relevant for earthquake conditions. 6.3.2 Design Horizontal Earthquake Load 6.3.2.1 When lateral load resisting elements are oriented along mutually orthogonal

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horizontal direction, 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, or when building is torsionally irregular (as per 7.1) about both horizontal axes, structure shall be designed for effects due to full design earthquake load in one horizontal direction plus 30 percent of design earthquake load along other horizontal direction. Thus, the structure should be designed for the following sets of combinations of earthquake load effects: (1) ± ELX ± 0.3 ELY, and (2) ± 0.3 ELX ± ELY, where X and Y are two orthogonal horizontal plan directions. Thus, EL in the four sets of load combinations given in 6.3.1 shall be replaced by (ELX ± 0.3 ELY) or (ELY ± 0.3 ELX). This implies that the number of load combinations to be considered will be 13 instead of 7 given in 6.3.1, as given below: (1) Structure built, occupied, and no earthquake shaking: 1.5 (DL + IL) (2) Structure built, occupied, and earthquake shaking: 1.2 (DL + IL ± (ELX ± 0.3 ELY)) and 1.2 (DL + IL ± (ELY ± 0.3 ELX)) (3) Structure built, not occupied, and earthquake shaking: 1.5 (DL ± (ELX ± 0.3 ELY)) and 1.5 (DL ± (ELY ± 0.3 ELX)) (4) Structure being built, and earthquake shaking: 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 Load 6.3.3.1 When effects due to vertical earthquake loads are to be considered, the design vertical force shall be calculated for vertical ground motion as detailed in 6.4.5. 6.3.3.2 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 Two or 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:

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(1) ± ELX ± 0.3 ELY ± 0.3 ELZ, (2) ± ELY ± 0.3 ELZ ± 0.3 ELX, and (3) ± ELZ ± 0.3 ELX ± 0.3 ELY, where X and Y are orthogonal plan directions and Z vertical direction. Thus, EL in the four sets of load combinations given in 6.3.1 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 number of load combinations to be considered will be 25 instead of 7 given in 6.3.1, as given below: (1) Structure built, occupied, and no earthquake shaking: 1.5 (DL + IL) (2) Structure built, occupied, and earthquake shaking: 1.2 (DL + IL ± (ELX ± 0.3 ELY ± 0.3 ELZ)) and 1.2 (DL + IL ± (ELY ± 0.3 ELX ± 0.3 E Z)) (3) Structure built, not occupied, and earthquake shaking: 1.5 (DL ± (ELX ± 0.3 ELY ± 0.3 ELZ)) and 1.5 (DL ± (ELY ± 0.3 ELX ± 0.3 ELZ)) (4) Structure being built, and earthquake shaking: 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) When two dimensional earthquake shaking is required to be considered, even if the building is regular, the combinations given in 6.3.2.2 shall be considered. 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 EL 

 EL    EL   EL  2

X

2

Y

2

Z

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 motions (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 Allowable Pressure in Soils 6.3.5.1 When earthquake forces are included, allowable bearing pressure in soils shall be increased as per Table 1, depending on type of foundation of structure and type of soil.

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6.3.5.2 In soil deposits consisting of submerged loose sands and soils falling under classification SP with corrected standard penetration test N values less than 15 in seismic zones III, IV and V, and less than 10 in Seismic Zone II, the shaking caused by earthquake ground motion may cause liquefaction or excessive total and differential settlements. Such sites should preferably be avoided for locating new settlements or important projects. Otherwise, this aspect of the problem needs to be investigated, and appropriate methods adopted of compaction or stabilization to achieve N values indicated in Note 3 under Table 1. Alternatively, deep pile foundation may be provided and taken to depths well into the layer, which is not likely to liquefy. Also, marine clays and other sensitive clays are known to liquefy due to collapse of soil structure, and will need special treatment according to site condition. Specialist literature may be referred for determining liquefaction potential of a site. A simplified method for evaluation of liquefaction potential is given in Annex F. Table 1 Percentage Increase in Allowable Bearing Pressure of Soils (Clause 6.3.5.1)

Sl No.

Foundation

Soil that mainly constitutes foundation Soil Type I Soil Type II Type III Rock or Hard Soils Medium or Soft Soils Stiff Soils (3) (4) (5) 50 50 25 50 50 50 25 50 25 -

(1) 1. 2. 3. 4. 5.

(2) Piles passing through any soil, but resting on Soil Type I Piles not covered under Item 1 above Raft foundations Combined or Isolated RCC footings with tie beams Isolated RCC footing without tie beams, or unreinforced strip foundations 6. Well foundations 50 25 NOTES 1. The allowable bearing pressure shall be determined in accordance with IS 6403 or IS 1888. 2. If any increase in bearing pressure has already been permitted for forces other than seismic forces, the total increase in allowable bearing pressure when seismic force is also included shall not exceed the limits specified above. 3. Desirable minimum corrected field values of N : If soils of smaller N values are met than those specified in the table below, soil may be compacted to achieve these values. Alternately, deep pile foundations anchored in stronger strata below should be used. S.No. Seismic Zone Depth (m) below GL N Values Remarks i) III, IV and V ≤5 15 For values of depths between ≥ 10 25 5 m and 10 m, linear interpolation is recommended. ii) II (for important ≤5 10 structures only) > 10 20 4. The allowable bearing pressure shall be determined in accordance with IS 6403 or IS 1888, based on the corrected values of N at the founding level as per table below (applicable only for seismic zone II): S.No. Seismic Zone Depth (m) below GL N Values Remarks i) II (for important ≤5 15 For values of depths between structures only) > 10 20 5 m and 10 m, linear interpolation is recommended. 5. The piles should be designed for lateral loads neglecting lateral resistance of those soil layers that are liable to liquefy. 6. IS 1498 and IS 2131 also may be referred for soil notation and corrected N Values. 7. Soils shall be classified in four types as below:

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Soil Type I Rock or Hard Soils

II Medium or Stiff Soils III Soft Soils


Remarks Well graded gravel (GW) or well graded sand (SW) both with less than 5 percent passing 75 m 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 16, where N is Standard Penetration Test value Poorly graded sands or Poorly graded sands with gravel (SP) with little or no fines having 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 16 All soft soils other than SP with N<10. The 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 compressibility (MI-MH or CI-CH); Silt with Clay of Intermediate compressibility (MI-CI); and Silt with Clay of High compressibility (MH-CH). Requires site-specific study (See 6.3.5.2)

IV Unstable, Collapsible, Liquefiable Soils 8. In case of soft soils, increase in bearing pressure shall not apply, because the settlement cannot be checked even with increased bearing pressure.

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.

24



FIG. 1 SEISMIC ZONES OF INDIA

25



6.4.2 The design horizontal seismic coefficient Ah for a structure shall be determined by: ZI S a g  Ah 2R where 

Z = Seismic zone factor given in Table 2; / = Importance factor given in Table 3 for Buildings and in IS 1893 (Parts 2 to 5) for other structures; R = Response reduction factor given in Parts 1 to 5 of IS 1893 for the corresponding systems, for example, R values for building systems are given in Table 6 of this standard; and (Sa /g) = Design acceleration coefficient corresponding to 5 percent damping for different soil types, normalized to peak ground acceleration, corresponding to natural period T of structure considering soil-structure interaction, given by Fig. 2 and the associated expressions below:

  For Rocky or Hard Soil Sites    S a    For Medium Stiff Soil Sites g     For Soft Soil Sites  

 2.5 1  T  2.5 1.36   T  2.5 1.67   T

0  T  0.40 s 0.40 s  T  6.00 s 0  T  0.55 s 0.55 s  T  6.00 s 0  T  0.67 s 0.67 s  T  6.00 s

3.0 Type I: Rock or Hard Soil 2.5

Type II: Medium Soil Type III: Soft Soil

2.0 g / a S

1.5 1.0 0.5 0.0 0

1

2

3

4

5

Natural Period T (s)

FIG. 2: DESIGN ACCELERATION COEFFICIENT (Sa /g) (CORRESPONDING TO 5 PERCENT DAMPING) FOR USE IN (A) EQUIVALENT STATIC METHOD, AND (B) RESPONSE SPECTRUM METHOD

26

6



Table 2 Seismic Zone Factor Z (Clause 6.4.2) Seismic Zone Factor Z

II 0.10

III 0.16

IV 0.24

V 0.36

Table 3 Importance Factor I (Clause 6.4.2) Sl Structure / No. 1. Important service and community buildings or structures (for example, critical 1.5 governance buildings, schools), signature structures, monument structures, lifeline and emergency structures (for example, hospitals, telephone exchanges, television stations, radio stations, bus stations, metro rail structure and metro rail stations, railway stations, airports, water main lines and water t anks, food chain structures, fuel stations, electricity stations, fire stations, and bridges), and large community halls (for example, cinema halls, shopping malls, assembly halls and subway stations) and 2. Residential or commercial buildings or structures, with occupancy more than 200 1.2 persons 3. All other buildings or structures 1.0 NOTES 1 2

3 4

Owners and design engineers of buildings or structures may choose values of importance factor I more than those mentioned above. Buildings and structures not covered in items 1 and 2 above may be designed for higher value of Importance Factor I , depending on economy and strategy (for example, multi-storey buildings having several residential units). This table does not apply to temporary structures (for example, excavations, and scaffolding) that are intended to be in operation only for a short duration. For industrial structures, including those containing hazardous materials, Importance Factor, I shall be taken as per IS 1893 (Part 4).

6.4.3 Effects of design earthquake loads applied on structures can be considered in two ways, namely: 1) Equivalent Static Method, and 2) Dynamic Analysis Method. In turn, dynamic analysis can be performed in three ways, namely i) Response Spectrum Method, ii) Modal Time History Method, and iii) Time History Method. In this standard, Equivalent Static Method , Response Spectrum Method and Time History Method are adopted. Equivalent static method is applicable only for preliminary analysis of any structure, and for analysis of short period structures. 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

27



period T k of vibration of that mode. 6.4.5 For underground structures and foundations at depths of 30 m or below, Ah shall be taken as half the value obtained from 6.4.2. For 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 acceleration spectral value Av for vertical motions, when required, may be taken as two-thirds of design acceleration spectral value Ah for horizontal motions specified in 6.4.2. 6.4.7 Fig. 2 shows design acceleration spectra for different soil sites corresponding to damping value of 5 percent. The design earthquake lateral force shall be calculated for all structures using only this spectrum, irrespective of the material of construction of the structure. When studying earthquake behaviour of structures under different conditions, designers may use different damping values; multiplying factors given in earthquake literature may be used for scaling spectral values given in this standard for 5 percent damping to obtain spectral values for other damping values. 6.4.8 When design acceleration spectrum is developed specific to a project site, the same may be used for design structures of the project. In such cases, the effects of the site-specific spectrum shall not be less than those arising out of the design spectrum specified in this standard.

7 BUILDINGS A building is said to be earthquake-resistant, if it possesses four main attributes, namely, 1) Simple and regular structural configuration, 2) At least a minimum initial lateral stiffness, 3) At least a minimum lateral strength, and 4) Adequate ductility. 7.1 Regular and Irregular Configuration 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. A building shall be considered to be irregular for the purposes of this standard, if any one of the conditions given in Tables 4 and 5 is applicable. Limits on acceptable irregularities for seismic zones III, IV and V and special analysis requirements are laid out in Tables 4 and 5.

28



Table 4 Definitions of Irregular Buildings – Plan Irregularities (s ee Fig. 3) (Clause 7.1) (a) 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 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 in that direction. Buildings in Seismic Zones III, IV and V with Torsional Irregularity shall be designed adequately to avoid torsional irregularity.

(b) Re-entrant Corners A building is said to have a re-entrant corner, when its structural configuration in plan has a projection in a direction of size greater than 15 percent of its overall plan dimension in that direction. Buildings in Seismic Zones III, IV and V with re-entrant corners shall be re-designed adequately to avoid plan configurations having re-entrant corners.

(c) Floor Slabs having Excessive Cut-Outs or Openings Floor slabs having cut-outs or openings of area more than 50 percent of the full area of the floor slab, have discontinuity in their in-plane stiffness. Buildings in Seismic Zones III, IV and V with floor slabs having excessive cut-outs or openings shall be designed adequately to avoid floor slabs with excessive cut-outs or openings.

(d) 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. Buildings in Seismic Zones III, IV and V with out-of-plane offsets in vertical elements shall be designed adequately to avoid out-of-plane offsets in vertical elements.

(e) Non-Parallel Lateral Force System A building is said to have non-parallel system when the vertical elements resisting lateral force are not parallel to or symmetric about the two principal orthogonal axes. Buildings with non-parallel lateral force resisting system shall be analysed under load combinations mentioned in 6.3.2.2.

29



max  min

max min (A)

A A L

L1 A A

A

A L

L2 (B)

A0 < 0.5Atotal

Aopening Atotal (C)

30



(D)

(E) FIG. 3 DEFINITIONS OF IRREGULAR BUILDINGS – PLAN IRREGULARITIES: (A) TORSIONAL IRREGULARITY, (B) RE-ENTRANT CORNERS, (C) FLOOR SLABS WITH EXCESSIVE CUT-OUT OR OPENING, (D) OUT-OF-PLANE OFFSETS, AND (E) NON-PARALLEL SYSTEM

31



Table 5 Definition of Irregular Buildings – Vertical Irregularities (see Fig. 4) (Clause 7.1) (a) Lateral Stiffness Irregularity in two principal plan directions Lateral stiffness of beams, columns, braces and structural walls determine the lateral stiffness of a building in each principal plan direction. Lateral storey stiffness of a building in two principal plan directions shall be such that, (a) the first two modes of oscillation are pure translational modes, and (b) the fundamental lateral natural periods of the building in the two principal plan directions are away from each other by 15 percent of the larger value. Buildings in Seismic Zones III, IV and V with lateral stiffness irregularity in two principal plan directions shall be designed adequately to avoid having close fundamental lateral translational natural periods in each principal plan direction.

(b) Stiffness Irregularity (Soft Storey) A soft storey is one in which the lateral stiffness is less than that in the storey above. Buildings in seismic zones III, IV and V with stiffness irregularity shall be designed adequately to avoid soft storeys.

(c) Mass Irregularity Mass irregularity shall be considered to exist, when the seismic weight of any floor is more than 150 percent of that of its adjacent floors. This provision of 150 percent may be relaxed in case of roofs. Buildings in seismic zones III, IV and V with mass irregularity shall be designed by the Dynamic Analysis Method (as per 7.7 ).

(d) 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 that in its adjacent storey. Buildings in seismic zones III, IV and V with vertical geometric irregularity shall be designed by the Dynamic Analysis Method (as per 7.7 ).

(e) In-Plane Discontinuity in Vertical Elements Resisting Lateral Force In-plane discontinuity in vertical elements resisting lateral force shall be considered to exist, when in-plane offset of the lateral force resisting elements is greater than the plan length of those elements. Buildings in seismic zones III, IV and V with in-plane discontinuity in vertical elements resisting lateral force shall be designed adequately to avoid in-plane discontinuity in vertical elements resisting lateral force.

(f) Discontinuity in Capacity (Weak Storey) A weak storey is one in which the storey lateral strength is less than that in the storey above. Buildings in seismic zones III, IV and V shall be designed adequately to avoid weak storey.

32



Pure Translational Mode

Initial

Pure Translational Mode

Initial

(A)

Ki+2 Ki+1 Ki

Ki+2 < Ki+1 Ki+1 < Ki

(B)

Heavy Mass

W i+2 W i+1 W i

(C)

33

W i < 1.5W i+1 W i < 1.5W i-1



A

A

A A < 0.1L

A < 0.25L

A < 0.125L

L

L L1

A

L

A

L1

L2 < 1.25L1

L2

L2

(D)

Storeys 2 and 3

Storey 1 (E)

34



Si+2 Si+1 Si

Si+1 > Si+2 Si > Si+1

(F)

FIG. 4 DEFINITIONS OF IRREGULAR BUILDINGS – VERTICALIRREGULARITIES: (A) LATERAL STIFFNESS IRREGULARITY IN TWO PRINCIPAL HORIZONTAL DIRECTIONS, (B) STIFFNESS IRREGULARITY (SOFT STOREY), (C) MASS IRREGULARITY, (D) VERTICAL GEOMETRIC IRREGULARITY, (E) IN-PLANE DISCONTINUITY IN VERTICAL ELEMENTS RESISTING LATERAL FORCE, AND (F) DISCONTINUITY IN CAPACITY (WEAK STOREY) 7.2 Response Reduction Factor R 7.2.1 Response reduction factor, R , for different building systems shall be as given in Table 6. 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 built in isolation. Response reduction factor R is used to account for inherent system ductility, redundancy and overstrength normally available in the buildings, if designed and detailed as per the prevalent Indian Standards. 7.2.2 Redundancy Redundancy means more load paths for transferring to the foundation the inertia forces induced during seismic shaking at different levels of the building. More redundancy in the structure leads to increased level of energy dissipation and more overstrength. Building shall have a high degree of redundancy for lateral load resistance. Values of R given in Table 6 for buildings are based on the assumption that buildings have sufficient level of redundancy. Redundancy factor r can be estimated as ratio of ultimate load to first yield load; estimation of this factor requires detailed non-linear analyses. Buildings that performed well in past earthquakes are observed to have redundancy values more than 2.5. For buildings with redundancy factor r less than 2.5, (that is, in the range 1.0-2.5), design engineer shall adopt modified values R m of response reduction factor given by the expression:

r  1   Rm  0.5  0.5   R , 1 5 .   

35



where R is the response reduction factor given in Table 6. Table 6 Response Reduction Factor R for Building Systems (Clause 7.2.2) SlNo.

1. 2. 3. 4. 5. 6. 7. 8. 9.

10. 11. 12. 13. 14. 15.

Lateral Load Resisting System

R

Moment Frame Systems RC Buildings with Ordinary Moment Resisting Frame (OMRF) RC Buildings with Special Moment-Resisting Frame (SMRF) Steel Buildings with Ordinary Moment Resisting Frame (OMRF) Steel Buildings with Special Moment Resisting Frame (SMRF) Braced Frame Systems Steel Buildings with Ordinary Braced Frame with Concentric Braces Steel Buildings with Special Braced Frame with Concentric Braces Steel Buildings with Ordinary Braced Frame with Eccentric Braces Steel Buildings with Special Braced Frame with Eccentric Braces Structural Wall Systems Load Bearing Buildings with Masonry Wall (a) Unreinforced Masonry (designed as per IS 1905) without horizontal RC Seismic 1 Bands (b) Unreinforced Masonry (designed as per IS 1905) with horizontal RC Seismic Bands (b) Unreinforced Masonry (designed as per 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) (c) Reinforced Masonry (d) Confined Masonry 1 Load Bearing Buildings with Ordinary RC Structural Walls Load Bearing Buildings with Ductile RC Structural Wall Dual Systems RC Buildings with Ordinary RC Structural Wall with RC OMRF RC Buildings with Ordinary RC Structural Wall with RC SMRF RC Buildings with Ductile RC Structural Wall with RC OMRF RC Buildings with Ductile RC Structural Wall with RC SMRF

3.0 5.0 4.0 5.0 4.0 4.5 4.5 5.0

1.5 2.0 2.5

3.0 3.0 3.0 4.0 3.0 4.0 4.0 5.0

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. Buildings with shear walls also include buildings having shear walls and frames, but where: (a) Frames are not designed to carry lateral loads, or (b) Frames are designed to carry lateral loads but do not fulfill the requirements of 'Dual Systems'. 3. (a) RC OMRF and Steel OMRF are as defined in 4.15.1. (b) RC SMRF and Steel SMRF are as defined in 4.15.2. (c) Ordinary RC Structural Wall is as defined in 4.19.1. (d) Ductile RC Structural Wall is as defined in 4.19.2. 4. Response reduction factor used in design, damping during extreme shaking, and redundancy influence the nonlinear behaviour of buildings and structures during strong earthquake shaking. Detailed study is required to understand these influences. Until such time, the values of R given in the table above shall be used with the modification given in 7.2.2.

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 full dead load plus percentage of imposed load as given in

36



Table 7. Table 7 Percentage of Imposed Load to be Considered in Calculation of Seismic Weight (Clause 7.3.1) Imposed Uniformity Distributed Floor Loads (kN/m2 )

Percentage of Imposed Load

Up to and including 3.0

25

Above 3.0

50

7.3.2 For calculation of design seismic forces of buildings, imposed load on roof need not be considered. 7.3.3 Imposed load values indicated in Table 7 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 7 with actual assessed load values. Where imposed load is not assessed as per 7.3.1 and 7.3.2, (1) only that part of imposed load, which possesses mass, shall be considered, and (2) 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. 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 IS 875 are higher, the higher values shall be used. It shall be ensured that the weights of these partitions shall be considered only once 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 7.3.1 and 7.3.2. While computing the seismic weight of each floor, the weight of columns and walls in any storey shall be appropriately apportioned to the floors above and below the storey.

37



7.4.2 Seismic Weight of Buildings Seismic weight of the whole building is the sum of seismic weights of all f loors. 7.4.3 7.4.3 Any weight supported in between storeys shall be distributed to floors above and below in inverse proportion to its distance from the floors. 7.5 Design Lateral Force 7.5.1 Buildings 7.5.1 Buildings and portions there of shall be designed and constructed, to resist at least the effects of design lateral force specified in 7.6.1. 7.6.1. But, regardless of design earthquake forces, buildings shall have lateral load resisting systems capable of resisting a horizontal force not less than percent of the seismic weight of the building as shown in Table 8. This load may be applied at different floor levels in proportion to the seismic weight of respective floors. Table 8 At least the minimum design earthquake horizontal lateral force for which all buildings should be designed (Clause 7.5.1) Seismic Zone %) 0.7 1.1 1.6 2.4

II III IV V

7.5.2 The 7.5.2 The design lateral force shall first be computed for the building as a whole. This design lateral force shall be distributed to the various floor levels at the corresponding center of mass. In turn, this design seismic force at each floor level shall be distributed to individual lateral load resisting elements depending on the floor diaphragm action. 7.5.3 7.5.3 The value of damping shall be taken as 5percent of critical damping for the purposes of both Equivalent Static Method (as per 7.6) 7.6) and Dynamic Analysis Method (as (as per 7.7) 7.7) for buildings of all materials (namely steel, reinforced concrete or masonry). 7.6 Equivalent Static Method This method shall be applicable to: 1) Regular buildings with height less than 48 m, and 2) Regular buildings with height greater than 48 m and fundamental translational natural period less than 3.5 s. 7.6.1 The 7.6.1 The total design seismic base shear force (V ( V B) along any principal direction of a building shall be determined by:

38



V B = AhW, where Ah = Design horizontal acceleration coefficient value as per 6.4.2, 6.4.2, using approximate fundamental natural period T a as per 7.6.2 along 7.6.2 along the considered direction of vibration; and W = Seismic weight of the building as per 7.4.2. 7.4.2. 7.6.2 7.6.2 The approximate fundamental translational natural period T a of vibration, in seconds, shall be estimated by: (a) moment-resisting frame building without brick infill panels: panels:

0.075h0.75 for RC MRF building   0.080h0.75 for RC - Steel CompositeMRF building 0.085h0.75 for Steel MRF building 

T a

where h = Height (in m) of building. 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) all other buildings, buildings, including moment-resisting frame buildings with masonry infill wall panels T a

0.09h 

d

,

where h = Height of building, in m, as defined in 7.6.2 (a); and d = = Base dimension (in m) of of the building at the plinth plinth level along the considered considered direction of the lateral force. (c) buildings with concrete structural walls or unreinforced masonry infill walls: T a

0.075h 

0.75

Aw

,

where Aw is total effective area (m2 ) of walls in the first storey of the building given by 2   Lwi    Aw    Awi 0.2     , h   i 1     N w

in which, h

= Height of building building (in m) as defined in 7.6.2 (a), Awi = Effective cross-sectional area (m2) of wall i in in first storey of building; and

Lwi = Length (m) of structural wall i in first storey in the considered direction of

39



lateral forces, and N w w= Number of walls in the considered direction of lateral forces. The value of Lwi h to be used in this equation shall not exceed 0.9. 7.6.3 The design base shear (V (V B) computed in 7.6.1 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 V B computed in 7.6.1 shall 7.6.1 shall be distributed along the height of the building as per the following expression:

    W i hi2   Qi   n V B , 2   W j h j   j 1  where Qi W i hi n

= Design lateral force at floor i , = Seismic weight of floor i, = Height of floor i measured measured from base, and = Number Number of storeys in building, that is, number of levels levels at which which masses 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. 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 1.5 times the average displacement of the entire diaphragm. Usually, reinforced concrete monolithic slab-beam floors or those consisting of prefabricated /precast elements with reasonable reinforced screed (at least a minimum of 50 mm on floors and of 75 mm on roof, with minimum reinforcement of 6 mm bars spaced at 150 mm centers) as topping, can be considered to be providing rigid diaphragm action. 7.7 Dynamic Analysis Method 7.7.1 7.7.1 Linear dynamic analysis shall be performed to obtain the design lateral force

40



(design seismic base shear, and its distribution to different levels along the height of the building, and to various lateral load resisting elements) for the following buildings: (a) Regular buildings: Those taller than 48 m in Seismic Zones III, IV and V, and those taller than 70 m in Seismic Zone II. Method suggested in 7.7.4 and 7.7.5 can be used. (For buildings NOT taller than 48 m in Seismic Zones III, IV and V, and those NOT taller than 70 m in Seismic Zone II, Equivalent Static Method given in 7.6 may be adopted.) (b) Irregular Buildings: Those with (i) irregularities admissible as per Tables 4 and 5, and (ii) taller than 12 m in Seismic Zones III, IV and V, and taller than 48 m in Seismic Zone II. Dynamic analysis is recommended for irregular buildings of lower height, even though it may not be mandatory as above. 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. Buildings with plan irregularities, as defined in Table 4, shall not be analyzed by the Simplified Method given in 7.7.5.4. 7.7.3 Dynamic analysis may be performed either by the Time History Method or by the Response Spectrum Method. In either method, the design base shear V B shall be compared with a base shear V B calculated using a fundamental period T a, where T a is as per 7.6. When V B is less than V B , the force response quantities (for example,, member forces, storey forces, storey shears and base reactions) shall be multiplied by V B /V B . 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 6.4.1, or by a site-specific design acceleration spectrum mentioned in 6.4.8. 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 T k and mode shapes {  } k of those of its Nm modes of oscillation [k [1,Nm]] that need to be considered as per 7.7.5.2.

41



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 90percent 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 analyses, designers may use a cut off frequency other than 33 Hz. 7.7.5.3 Combination of Modes (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 below N m

 

N m

   i  ij  j i 1 j 1

where  = Estimate of Peak response quantity,  i = Response quantity in mode i (with sign),  j = Response quantity in mode j (with sign),  ij =

Cross-modal correlation co-efficient given by

8  2 1     1 5 .

 ij 

1   2 2  4  2  1   2

,

N m = Number of modes considered,  = Modal damping coefficient ratio shall be taken as 0.05,  = Natural Frequency ratio =

 j ,

 i

 j = Circular Natural Frequency in mode j , and

 i = Circular Natural Frequency in mode i . (b) Alternatively, the peak response quantities may be combined as follows: If building does not have closely-spaced modes, then net peak response quantity  due to all modes considered shall be estimated as: N m

 

2    , k

k 1

Where

 k = Peak response quantity in mode k , and

42



N m = Number of modes considered. If building has a few closely-spaced modes, then net peak response quantity  due to these closely space modes alone shall be obtained as : *

*

 

  , c

c

where  = Peak response quantity in closely spaced mode c. The summation is for c

*

closely spaced modes only. Then, this peak response quantity  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 analysed 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 M k of mode k is given by 2

n   W  i ik   i 1   M k  n g W i  ik 2

,

i 1

where g = Acceleration due to gravity,  ik = Mode shape coefficient at floor i in mode k , Seismic weight of floor i of the structure, and n = Number of floors of the structure. W i =

(b) Mode Participation Factor : Mode Participation Factor P k of mode k is given by: n

 W  i

Pk 

ik

i 1 n

,

 W  

2

i

ik

i 1

(c) Design Lateral Force at Each Floor in Each Mode: Peak Lateral Force Qik at floor i in mode k is given by: Qik  Ak ik Pk W i where Ak = Design horizontal acceleration spectrum value as per 6.4.2 using natural period of vibration T k of mode k obtained from Dynamic Analysis. (d) Storey Shear Forces in Each Mode: Peak shear force V ik acting in storey i in mode k is given by:

43



n

 Qik

V ik 

j  i  1

(e) Storey Shear Force due to All Modes Considered: Peak storey shear force V i 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 F roof at roof level and F i at level of floor i shall be obtained as:

F roof V roof , and F i  V i  V i 1 . 



7.8 Torsion 7.8.1 Structural configurations of buildings be so chosen and their members sizes so proportioned, such that the first two fundamental natural modes are pure translational modes of oscillation. The fundamental natural periods of the first two modes shall be away from each other preferably by at least 15percent of the larger value. 7.8.2 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 stiffness 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 7.8.3) between the displaced centre of mass and centre of stiffness. 7.8.3 Design Eccentricity The design eccentricity edi to be used at floor i shall be taken as:

1.5 esi  0.05bi e di   , e 0 050 b  . i  si

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 stiffness, 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.

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 5, the irregularity shall be corrected especially in

44



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 in this Clause. 7.9.2.1 The modulus of elasticity E m (in MPa) of masonry infill wall shall be taken as:

Em  550 f m where f m is the compressive strength of masonry prism (in MPa) obtained as per IS 1905 or given by expression

f m 0.433 f b0.64 f m0.036 

in which

f b = Compressive strength of brick along its thickness (in MPa) and f m0 = Compressive strength of mortor (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) For URM infill walls without any opening, width w ds of equivalent diagonal strut shall be taken as one-third of diagonal length d of the URM infill wall (Fig. 5). (c) For URM infill walls with openings, width w do of equivalent diagonal strut shall be taken as: w do



 w w ds

where  = Reduction factor, which accounts for openings in infill. For walls with a central opening, ρw shall be taken as w

1   w  1  2.5 Ar 0 

if if if

 0.05 0.05  Ar  0.40 , Ar  0.40 Ar

where Ar = Opening Area Ratio = Area of Opening / Total Area of URM Infill Wall Panel. (d) Thickness of the equivalent diagonal strut shall be taken as thickness of original URM infill wall. (e) RC frame members shall be designed to support vertical gravity loads, including weight of masonry infill walls, without any assistance from the masonry infill walls. Also, it shall be ensured that the frame alone shall be capable of resisting at least 50percent of the design lateral seismic force.

45



F

F w ds

Lds

FIG. 5: DETAILS OF EQUIVALENT DIAGONAL STRUT OF UNREINFORCED MASONRY INFILL WALL

7.10 RC FRAME BUILDINGS WITH OPEN STOREYS 7.10.1 RC moment resisting frame buildings, which have parking spaces in any storey(s) and without Unreinforced Masonry (URM) infill walls in the same storey(s), are known to have flexible and weak storeys in the storey(s) as per Table 5. Such moment frame buildings shall be provided necessarily with RC Structural Walls in select bays of moment resisting frames along both plan directions as per requirements laid down under 7.10. 7.10.2 The RC Structural Walls shall be: (a) founded on properly designed foundations, (b) continuous over the full height of the building, and (c) integrally connected to the moment resisting frame of the building. 7.10.3 The RC Structural Walls shall be designed (that is, the number, location, length, thickness and detailing of the RC walls) such that the building does NOT have (a) Torsional irregularity in plan. In assessing this, lateral stiffness shall be included

46



of all elements that resist lateral actions at all levels of the building; (b) Lateral stiffness in the open storey(s) less than 95percent of that in the storey above; and (c) Lateral strength in the open storey(s) less than 90percent of that in the storey above. 7.10.4 The RC Structural Wall Plan Density  sw of the building shall be at least the values given in Table 9. The values of  sw of RC Structural Walls indicated in Table 9 can be adopted even in regular buildings that do not have open storey(s).

Table 9 Minimum Structural Wall Plan Density to be ensured in RC Frame Buildings with Open Storey(s) (Clause 7.10.4) Seismic Zone II III IV V

Structural Wall Plan Density  sw %) 2 4 6 6

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 7.11.1 Storey Drift Limitation 7.11.1.1 Storey drift in any storey shall not exceed 0.004 times the storey height, due to specified design lateral force with partial safety factor for loads taken as 1.0 for all load combinations given in 6.3.1. 7.11.1.2 In 7.7.2 and 7.7.3, displacement estimates from Response Spectrum Method of analysis shall be used without incorporating the 7.7.3; displacement estimates from Equivalent Static Method of analysis shall be used as such with no modification. 7.11.2 Deformation Capability of Non-Seismic Members For buildings located in seismic zones 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 bending moments and shear forces resulting from storey deformations equal to R times storey displacements calculated as per 7.10.1, where R is specified in Table 6. 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 calculated as per 7.11.1 of each of the buildings/units, to avoid pounding as the buildings/units oscillate towards each other.

47



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). 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 to Ah /4 times the larger of the column or pile cap load, in addition to the otherwise computed forces, subject to a minimum of 5percent of larger of column or pile cap loads. Here, Ah is as per 6.4.2. Piles shall be designed and constructed to withstand maximum imposed curvature from earthquake ground motions and structural response. 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 above the roof, shall be designed and checked for stability for five times the design horizontal seismic coefficient Ah specified in 6.4.2. 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 (like brackets, cornices and balconies) shall be designed and checked for stability for five times the design vertical coefficient specified in 6.4.2. 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 of Z/2 . 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.

48



Annex A ( Foreword ) MAP SHOWING EPICENTRES OF PAST EARTHQUAKES IN INDIA (From Catalog of 2015)

49



Annex B ( Foreword ) MAP SHOWING PRINCIPAL TECTONIC FEATURES IN INDIA (From Catalog of 2001)

50



Annex C ( Foreword ) MAP OF INDIA SHOWING PRINCIPAL LITHOLOGICAL GROUPS

51



Annex D ( Foreword and Clause 3.14) MSK 1964 INTENSITY SCALE (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 Many Most

About 5% About 50% About 75%

(c) Classification of Damage to Buildings Grade 1

Slight damage

Fine cracks in plaster; fall of small pieces of plaster

Grade 2 Grade 3 Grade 4

Moderate damage Heavy damage Destruction

Grade 5

Total damage

Small cracks in walls; fall of fairly larger pieces of plaster; pantiles slip off; cracks in chimneys parts of chimney fall down Large and deep cracks in walls; fall of chimneys Gaps in walls; parts of buildings may collapse; separate parts of the buildings lose their cohesion; and inner walls collapse Total collapse of the buildings

(d) Arrangement of Scale Introductory letters are used in paragraphs throughout the scale as follows: (i) Persons and surroundings, (ii) Structures of all kinds, and (iii) Nature. (e) Intensity Scale I (i) II (i) III (i)

IV (i)

Not Noticeable The intensity of the vibration is below the limits of sensibility; the tremor is detected and recorded by seismograph only. Scarcely Noticeable (Very Slight) Vibration is felt only by individual people at rest in houses, especially on upper floors of buildings. Weak, Partially Observed The earthquake is felt indoors by a few people, outdoors only in favorable circumstances. The vibration is like that due to the passing of a light truck. Attentive observers notice a slight swinging of hanging objects. Largely Observed 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

52



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. V Awakening (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 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 (i)

(ii) (iii) VII (i) (ii)

(iii)

VIII (i)

(ii)

(iii)

IX (i) (ii)

Frightening 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. 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 Grade 2. Cracks up to widths of 1cm possible in wet ground; in mountains occasional landslips: change in flow of springs and in level of well water are observed. Damage of Buildings 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. In many buildings of Type C damage of Grade 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. Waves are formed on water, and is made turbid by mud stirred up. Water levels in wells change, and the flow of springs changes. Some times dry springs have their flow resorted and existing springs stop f lowing. In isolated instances parts of sand and gravelly banks slip off. Destruction of Buildings 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. 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. Small landslips in hollows and on banked roads on steep slopes; cracks in ground up to widths of several centimeters. 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. General Damage of Buildings General panic; considerable damage to furniture. Animals run to and fro in confusion and cry. 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.

53



(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. Further more, 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 (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, 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 (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. XII Landscape Changes (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.

54



Annex E ( Foreword ) LIST OF SOME PROMINENT TOWNS AND THEIR SEISMIC ZONE FACTORS Z

Town

Zone

Z

Agra

III

0.16

Ahmedabad

III

Ajmer

Town

Zone

Z

Dharampuri

III

0.16

0.16

Delhi

IV

0.24

II

0.10

Durgapur

III

0.16

Allahabad

II

0.10

Gangtok

IV

0.24

Almora

IV

0.24

Guwahati

V

0.36

Ambala

IV

0.24

Goa

III

0.16

Amritsar

IV

0.24

Gulbarga

II

0.10

Asansol

III

0.16

Gaya

III

0.16

Aurangabad

II

0.10

Gorakhpur

IV

0.24

Bahraich

IV

0.24

Hyderabad

II

0.10

Bangalore (Bengaluru)

II

0.10

Imphal

V

0.36

Barauni

IV

0.24

Jabalpur

III

0.16

Bareilly

III

0.16

Jaipur

II

0.10

Belgaum

III

0.16

Jamshedpur

II

0.10

Bhatinda

III

0.16

Jhansi

II

0.10

Bhilai

II

0.10

Jodhpur

II

0.10

Bhopal

II

0.10

Bhubaneswar

III

0.16

Jorhat

V

0.36

Bhuj

V

0.36

Kakrapara

III

0.16

Bijapur

III

0.16

Kalpakkam

III

0.16

Bikaner

III

0.16

Kanchipuram

III

0.16

Bokaro

III

0.16

Kanpur

III

0.16

Bulandshahr

IV

0.24

Karwar

III

0.16

Burdwan

III

0.16

Kochi

III

0.16

Calicut

III

0.16

Kohima

V

0.36

Chandigarh

IV

0.24

Kolkata

III

0.16

Chennai

III

0.16

Kota

II

0.10

Chitradurga

II

0.10

Kurnool

II

0.10

Coimbatore

III

0.16

Lucknow

III

0.16

Cuddalore

II

0.16

Ludhiana

IV

0.24

Cuttack

III

0.16

Madurai

II

0.10

Darbhanga

V

0.36

Mandi

V

0.36

Darjeeling

IV

0.24

Mangalore

III

0.16

Dharwad

III

0.16

Monghyr (Munger)

IV

0.24

Dehra Dun

IV

0.24

Moradabad

IV

0.24

55


Town


Zone

Z

Mumbai

III

0.16

Mysore

II

Nagpur

Town

Zone

Z

Salem

III

0.16

0.10

Shillong

V

0.36

II

0.10

Shimla

IV

0.24

Nagarjunasagar

II

0.10

Sironj

II

0.10

Nainital

IV

0.24

Solapur

III

0.16

Nasik

III

0.16

Srinagar

V

0.36

Nellore

III

0.16

Surat

III

0.16

Osmanabad

III

0.16

Tarapur

III

0.16

Panjim

III

0.16

Tezpur

V

0.36

Patiala

III

0.16

Thane

III

0.16

Patna

IV

0.24

Thanjavur

II

0.10

Pilibhit

IV

0.24

Thiruvananthapuram

Pondicherry

II

0.10

Tiruchirappalli

III II

0.16 0.10

Pune

III

0.16

Thiruvannamalai

III

0.16

Raipur

II

0.10

Udaipur

II

0.10

Rajkot

III

0.16

Vadodara

III

0.16

Ranchi

II

0.10

Varanasi

III

0.16

Roorkee

IV

0.24

Vellore

III

0.16

Rourkela

II

0.10

Vijayawada

III

0.16

Sadiya

V

0.36

Vishakhapatnam

II

0.10

56



Annex F ( Clauses 3.15 and 6.3.5.2 ) SIMPLIFIED PROCEDURE FOR EVALUATION OF LIQUEFACTION POTENTIAL Due to the difficulties in obtaining and testing undisturbed representative samples from most potentially liquefiable sites, in-situ testing is the approach preferred by most engineers 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 SPT blow count, CPT tip resistance or shear wave velocity measured within the deposit as discussed 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 standard CPT cone or Shear Wave Velocity), mean grain size D50 , unit weight, and fines content of the soil (percent by weight passing the IS Standard Sieve No. 75μ). Step 2: Evaluate total vertical stress  v and effective vertical stress

 '

v

for all

potentially liquefiable layers within the deposit. Step 3: Evaluate Stress Reduction Factor r d using: r d

1  0.00765z  1.174  0.0267 z

z  9.15 m 9.15 m  z  23.0 m

where z is the depth below the ground surface in metre. Step 4: Calculate Critical Stress Ratio CSR , the resistance of a soil layer against liquefaction, induced by the design earthquake using:

 a    CSR  0.65 max  v r d ,  g   'v  where = Vertical overburden stress at depth z,  v

 'v

= Effective vertical overburden stress at depth z,

amax

= Peak ground acceleration,

g

= Acceleration due to gravity, and

r d

= Stress Reduction Factor.

Step 5: Obtain Critical Resistance Ratio CRR by correcting standard Critical Resistance Ratio CRR7 5 for earthquake magnitude, stress level and initial static .

shear using: CRR CRR7 .5  MSF k k , 





where

CRR7 .5 = Standard Critical Resistance Ratio obtained using values of SPT, CPT or Shear wave velocity (as per Step 6),

57





= Magnitude Scaling Factor given by Fig. F1, = Stress Scaling Factor given by Fig. F2, and



= Initial Static Scaling Factor given by Fig. F3 (in association with Fig. F4).

MSF

k k

For assessing liquefaction susceptibility using: (a) SPT, go to Step 6a, (b) CPT, go to Step 6b, and (c) Shear wave velocity, go to Step 6c. Step 6: Obtain Critical Resistance Ratio

CRR7 .5

(a) Using values of SPT: Evaluate the standardized SPT blow count

N 60 ,

which is the Standard

Penetration Test blow count for a hammer with an efficiency of 60percent. Specifications are given in Table F1 of the standardized equipment corresponding to an efficiency of 60percent. If equipment used is of non-standard type, N 60 shall be obtained using: N 60



NC 60 ,

where C 60



C HT C HW C SSC RLC BD . C HT , C HW , C SS , C RL

Factors

and C BD recommended by various investigators for

some common non-standard SPT configurations are provided in Table F2. For SPT conducted as per IS 2131-1981, the energy delivered to the drill rod is 60percent and hence C 60 may be assumed as 1. Calculate the normalized standardized SPT blow count

N 

1 60

(normalized to an

effective overburden pressure of 96kPa using Stress Normalization Factor

C N )

to

account for influence of confining pressure, using:

N 

1 60



C N N 60 ,

where

C N 

Pa  1.7 ,  'vo

in which

Pa is

the atmospheric pressure.

The Critical Resistance Ratio

CRR is

estimated from Fig. F5 using

N 

1 60

value

representative of the deposit. Assess susceptibility of a soil to liquefaction using CRR. The effect of fines content correcting N 1 60 as:

FC

(in %) can be rationally accounted for by

N 1 60 CS     N 1 60 , ,

58



where   0   e

  1

  190   1.76 FC 2    

  0.5

for FC  5% 1.5

  0.99 

FC

1000

  1.2

for 5%  FC  35% . for FC  35%

Fig. F5 shall be used to estimate

N 

1 60

CRR,

where

N 

1 60 ,CS

shall be used instead of

and only SPT clean sand based curve shall be used irrespective of fines

contents.

(b) Using values of CPT: Calculate normalized Cone Tip Resistance qC 1N

CS using

:

qC 1N CS  kC qC 1N , where

 Correction factor to account for Grain Characteristics

kc

1.0  4 3 2 2  0.403I c  5.581I c  21.63I c  33.75I c  17 .88

for I c for I c

 1.64  1.64

, and

 q  qC 1N  C Q  c  ,  Pa  in which

 P  C Q   a    vo 

n

'

qc = Measured cone tip resistance corrected for thin layers,

0.5 n 1 I c



For Sand , For Clay

3.47  logQ2  1.22  log F 2 , n

 q   v  Pa    , Q   c P  a   v   f s   , and F  100 q   v   c f s = Measured sleeve friction. Assess susceptibility of a soil to liquefaction using Fig. F6. Although soils with I c  2.6 are deemed non-liquefiable, such deposits may sof ten and deform during earthquakes. General guidance is not available to deal with such possibilities. Softening and deformability of deposits with I c  2.6 should thus be treated on a material specific basis.

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(c) Using Shear Wave Velocity: Calculate normalized Shear Wave Velocity

 Pa  V s1       v 

V s1 for

clean sands using:

0.25

V s

.

Assess liquefaction susceptibility of clean sands using Fig. F7. Step 7: Calculate the Factor of Safety FS

CRR 

CSR

FS against

initial liquefaction using:

,

where CSR is as estimated in Step 5 and CRR in Step 6. When the design ground motion is conservative, earthquake-related permanent ground deformation is generally small, if FS  1.2 .

Table F1 Recommended Standardized SPT Equipment Element Sampler

Drill Rods Hammer

Rope Borehole Drill Bit Blow Count Rate Penetration Resistant Count

Standard Specification 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) A or AW type for depths less than 15.2 m; N or NW type for greater depths Standard (safety) hammer with (a) weight = 63.5 kg; and (b) drop height = 762 mm (delivers 60 of theoretical free fall energy) Two wraps of rope around the pulley 100-130mm diameter rotary borehole with bentonite mud for borehole stability (hollow stem augers where SPT is taken through the stem) Upward deflection of drilling mud (tricone or baffled drag bit) 30 to 40 blows per minute Measured over range of 150mm –460 mm of penetration into the ground

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Table F2 Correction Factors for Non-Standard SPT Procedures and Equipment Correction for

Correction Factor

Nonstandard Hammer Type C HT

0.75 for DH with rope and pulley  1.33 for DH with trip /auto

and ER = 80, where DH= doughnut hammer, and ER = energy ratio. Nonstandard Hammer Weight or Height of fall

C HW

HW 

48,387

where H = height of fall (mm), and W = hammer weight (kg) Nonstandard Sampler Setup (standard samples with room for liners, but used C SS without liners

1.1  1.2

for loose sand

Nonstandard Sampler Setup (standard samples with room for liners, but liners C SS are used)

0.9  0.8

for loose sand

for dense sand

for dense sand

Short Rod Length

CRL =0.75 for rod length 0-3 m

Nonstandard Borehole Diameter

1.00  C BD  1.05 1.15 

for Bore Hole Diamter of 65 - 115 mm for Bore Hole Diameter of 150 mm for Bore Hole Diameter of 200 mm

Notes N = Uncorrected SPT Blow Count C 60 N 60



C HT C HW C SSC RLC BD



NC 60

C N = Correction factor for overburden pressure = N 1 60

61



C N C 60N



FIG. F1 MAGNITUDE SCALING FACTOR MSF

FIG. F2 STRESS SCALING FACTOR k

62



FIG. F3 INITIAL STATIC SCALING FACTOR k

FIG. F4 INITIAL STATIC SHEAR UNDER AN EMBANKMENT

63



FIG. F5 RELATION BETWEEN

 

CRR AND N 1

EARTHQUAKES

64

60

FOR SAND FOR

M w 7.5




CRR AND

65

qc1N cs FOR M

w

7.5 EARTHQUAKES




CRR AND V s1 FOR M w 7.5

66

EARTHQUAKES



ANNEX G ( Foreword ) PERFORMANCE-BASED DESIGN (For Information Only) G-1 DEFINITIONS The following definitions are applicable for this informative Annex. G-1.1 Performance-Based Seismic Design Framework for seismic design of structures to ensure the targeted performance under specified hazard level(s). The performance is indicator of the damage expected in various structural and non-structural components and is usually quantified in terms of plastic deformation in different structural components, drift (maximum inter-storey drift in case of buildings), and acceleration at the level of connection of the non-structural component. In this methodology, the inelastic response of considered structure under specified hazard level is explicitly estimated. G-1.2 Force Based Design The earthquake resistant design methodology, followed by most of the current design codes, worldwide, in which the different components of the structure are designed to have specified minimum strength. It is accompanied by prescribed detailing of structural configuration, reinforcement and connections, and specified hierarchy of strength in different components and modes of failure. The inelastic energy dissipation by the structure during earthquake is accounted for approximately by specifying ‘Response Reduction Factors’ for different classes of structures. G-1.3 Displacement Based Design In this approach the structure is designed to achieve a specified deformation state under the considered hazard level. Contrary to force based design, in this approach the members are proportioned for local deformation demand and not the strength. G-1.4 Performance Objective A desired level of seismic performance, expressed in terms of acceptable structural and non-structural damage for a specified level of seismic hazard (for example, DBE, MCE). G-1.5 Performance Level A limiting damage state or condition described by the physical damage to different structural and non-structural components, threat to life safety of occupants/users, and post-earthquake serviceability of the structure. G-1.6 ‘Operational’ Building Performance Level Buildings meeting this target Building Performance Level are expected to sustain minimal or no damage to their structural and non-structural components. The building is suitable for its normal occupancy and use, although possibly in a slightly impaired mode, with power, water, and other required utilities provided from emergency sources, and possibly with some nonessential systems not functioning.

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Buildings meeting this target Building Performance Level pose an extremely low Life Safety risk. G-1.7 ‘Immediate Occupancy’ Structural Performance Level The post-earthquake damage state in which only very limited structural damage has occurred. The basic vertical- and lateral-force-resisting systems of the building retain almost all of their pre-earthquake strength and stiffness. The risk of life-threatening injury as a result of structural damage is very low, and although some minor structural repairs might be appropriate, these repairs would generally not be required before re-occupancy. G-1.8 ‘Life Safety’ Structural Performance Level The post-earthquake damage state in which a structure has damaged components but retains a margin against the onset of partial or total collapse. The damage has not resulted in large falling debris hazards, either inside or outside the building. Injuries might occur during the earthquake; however, the overall risk of lifethreatening injury as a result of structural damage is expected to be low. G-1.9 ‘Collapse Prevention’ Structural Performance Level The post-earthquake damage state in which a structure has components damaged to an extent that it has no margin against collapse but it continues to support gravity loads. The building is on the verge of partial or total collapse. Substantial damage to the structure has occurred, potentially including significant degradation in the stiffness and strength of the lateral-force-resisting system and large permanent lateral deformation of the structure. G-2 Performance Based Design procedures can be used for design of structural systems not covered by this code and for design of structures for a better seismic performance objective than that intended in this code. Structures, including structural and non-structural components and their connections shall be demonstrated using appropriate analysis or experimental testing or by a combination of analysis and structural testing to provide a seismic performance equivalent or better than that intended in this code. Due consideration shall be given to the uncertainties associated with demand (loading) and capacity (resistance). Minimum performance objective for buildings with Importance Factor, I=1.0 shall be ‘Collapse Prevention’ for the Maximum Considered Earthquake (MCE). For Important buildings (I=1.5), the minimum performance objective shall be ‘Immediate Occupancy’ for the ‘Design Basis Earthquake (DBE)’ and ‘Life Safety’ for the MCE. For hospital and other lifeline buildings, the non-structural components shall be demonstrated to have ‘Operational’ performance level for DBE. Enhanced performance objectives can be formulated in consultation with the owner, occupants and authority having jurisdiction. In no case, the prescriptive design criteria for regularity of structural configuration, and requirements for stiffness, strength and ductility laid down in this code, shall be diluted. Nonlinear static or nonlinear dynamic analysis procedure, with appropriate assumptions regarding stiffness, damping, strength and hysteretic behaviour can be used. The assumptions shall be based on approved test data and/or referenced standards. Use of nonlinear static procedure shall be permitted for buildings having

68



regular configuration and negligible higher mode effects. For buildings having configurational irregularities or significant higher mode effects, nonlinear dynamic procedure (Nonlinear Time History Analysis) shall be required. Appropriate acceptance criteria in terms of plastic deformations in members, interstorey drift, and strain limits in different materials, for different performance levels shall be used based on approved test data and/or referenced standards. Till such standards are developed for Indian conditions, the analysis procedures, modelling assumptions and acceptance criteria of ASCE 41 can be used. Independent peer review is an essential part of the performance-based design framework. The reviewer must have appropriate expertise and understanding of the structural system, loading, analysis method and testing procedure used. G-3 COMMENTARY A number of new structural systems and materials are gradually becoming popular in the Indian construction industry. Further, the intended performance objective of ‘No Collapse’ in case of a major earthquake may not be acceptable for some owners and users of ordinary buildings and for important buildings. Therefore, it is important to allow for alternative design methods to promote innovation and enhanced performance objectives. Performance-based design is a promising tool, gaining popularity world-over, and it is timely that it is adopted in Indian code. However, at the same time, it should be safeguarded against misuse and diluting the requirements of the current code of practice. The prescriptive guidelines of the existing codes in terms of selection of structural configuration, minimum design force levels, and detailing for ductility enhancement are time tested and cannot be compromised with in any case. It is to be noted that ASCE 41 (and other related documents) have been developed for seismic performance evaluation of existing buildings. The codes for new construction are intended to regulate the design and construction of new structures such that to encourage or require features for good seismic performance. Many existing buildings are designed and constructed without such features and therefore, ASCE 41 caters to much wider range of structures, which cannot be encouraged for new construction. Performance-based design is primarily a displacement-based design methodology, which requires realistic (or conservative) estimates of displacement. This necessitates the use of reasonable effective stiffness estimates for cracked sections in case of RC members. In case of the current force-based design approach of IS 1893, an overestimation of stiffness may be conservative for evaluating the design base shear, but in case of displacement-based approach an overestimation of stiffness will be non-conservative. Therefore, proper modelling of stiffness is a crucial step in performance-based design. Effective stiffness of RC members depends on a number of factors, including level of axial force in the member, reinforcement ratio, and grades of concrete and steel. In absence of more reliable test results for Indian conditions, the guidelines of ASCE 41 can be used for this purpose. Another important deviation in displacement-based design approach, as compared with the conventional force-based design approach, is use of ‘Expected’ strength of components in place of the Characteristic (or ‘Nominal’, or ‘Specified’ or ‘Lower bound’) strength. The relationship between expected and characteristic strength, depends on the manufacturing process and quality control. It is to be estimated

69



considering the variance of test results. There is need to conduct a large number of tests on different materials being used in India in different regions and under different conditions of manufacturing. It is to be noted that different standards/documents have significant variation in this regard, and the values specified in a different national standard, e.g. ASCE 41 are to be used with caution. Significant variation exists among different documents/standards available on Performance-/Displacement-Based design, regarding the definition and acceptance criteria for different performance levels. Similar uncertainty also exists about the modelling of inelastic (nonlinear cyclic) behaviour of different components. The structural designer should refer to more than one standard/document and use more than one performance acceptance criteria to take into account the uncertainty. The performance acceptance criteria should also be supported by test results, as far as possible. The relevant documents/standards in this regard are listed below: ASCE 41-13, (2013), Seismic Evaluation and Retrofit of Existing Buildings, American Society of Civil Engineers, Reston, USA. Dubai Municipality, (2013), Seismic Design Code for Dubai Calvi G.M., and Sullivan, T.J., (2009), A Model Code for Displacement-Based Seismic Design of Structures, IUSS Press, Pavia, Italy. Fib Bulletin 65, (2012), Model Code 2010 , final draft, International Federation for Structural Concrete, Lusanne, Switzerland. Priestley, M.J.N., Calvi, M., and Cowalsky, M.J., (2007), Displacement-Based Seismic Design of Structures, IUSS Press, Pavia, Italy. PEER / ATC-72-1 (2010). Modelling and Acceptance Criteria for Seismic Design and Analysis of Tall Buildings, Applied Technology Council, Redwood City, California.

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ANNEX H ( Foreword ) DESIGN OF SLAB-COLUMN SYSTEMS (For Information Only)

H-1 DEFINITION The following definitions are applicable for this informative Annex. H-1.1 Slab-column Frame System A building structural system also known as flat-slab or flat plate system, having RC slabs directly supported on columns, without beams. The system is known to have brittle punching shear failure around the slab-column connections and is not recommended to be used as primary lateral load resisting system in seismic regions. H-1.2 Lateral Force Resisting System (LFRS) A structural system having adequate stiffness, strength and ductility in lateral direction, which can be used as primary system to resist earthquake forces. The common LRFS include RC shear walls, RC/Steel moment resisting (rigid jointed) frames, and steel braced frames. H-1.3 Gravity Shear Ratio (VR) Fraction of the punching shear capacity consumed by gravity loads (Dead Load, Live Load and Snow load, if applicable). It is defined as the ratio of the two-way (punching) shear stress at critical section due to gravity loads, to the punching shear strength, calculated in accordance with Cl. 31.6 of IS 456. H-2 The slab-column systems, commonly known as flat-slab or flat-plate systems cannot be used as lateral force resisting systems in seismic regions. However, these can be used as non-seismic load resisting systems along with other primary lateral force resisting systems (LFRS), such as shear walls or moment resisting frames. When used along with these LFRS, the compatibility of the slab-column system with the LFRS in lateral drift is crucial. Mere designing of the LFRS for the full design base shear is not adequate, and the slab-column system shall be demonstrated to retain its vertical load carrying capacity subjected to the resulting inter-storey drifts. This requires a performance (displacement) based design approach considering all potential failure modes including flexure, shear, shear-moment transfer and reinforcement development at any section. The analytical model shall consider effective stiffness of cracked sections of slab and other RC elements including shear walls, shall have explicit modelling of torsional stiffness of slab-column joint, and shall capture the potential for both slab yielding and connection failure due to punching. ASCE 41 and ACI 318 guidelines for modelling and acceptance criteria for slab-column building systems can be used, till detailed guidelines are provided in the relevant Indian codes. The primary LFRS used in slab-column buildings shall be designed to provide adequate stiffness, strength and torsional rigidity to the building. In case of shear walls being used as the primary LFRS, the walls shall be provided symmetrically in both the directions and as far away from the center of the building as possible,

71



preferably along the perimeter. The LFRS shall be proportioned to restrict the maximum interstorey drift DR (%) at DBE (R times the interstorey drift at design load), as DR = 3.5 - 5×VR , DR = 0.5,

for VR <0.6, and

for VR >0.6

(1a) (1b)

Where, VR is the gravity shear ratio (ratio of factored two-way shear force at the critical section due to dead and live loads to the shear strength of the slab-column joint). Use of column or shear capitals, drop panels, and shear reinforcement in the form of stirrups and shear heads/ shear studs shall be permitted to enhance the shear strength of the slab-column joint. A response reduction factor of 4 shall be used for design of shear walls and shear walls shall be designed and detailed following the provisions of IS 13920. The columns shall also be detailed as per IS 13920. For ductile detailing of beam-column joints, the provisions of ACI 318 shall be followed. In case of shear wall-flat slab buildings without masonry infills and up to 20 storeys tall, use of the following simplified procedure shall be permitted: 1. Modelling of shear wall-flat slab system, using equivalent frame approach, with cracked section stiffness, equivalent width of slab, and explicit modelling of joint torsional rigidity. 2. Analysis using multi-mode superposition method, considering adequate number of modes contributing more than 90% seismic mass or using time history analysis method. Use response reduction factor of 4 and scale the design base shear as per the requirements of Cl. 7.7.3. 3. Check for adequacy of torsional rigidity, according to the following conditions: (i)

The slenderness λ = Lmax /Lmin of the building in plan shall not be higher than 4, where, Lmax and Lmin are respectively the larger and smaller dimensions in plan of the building, measured in orthogonal directions.

(ii)

At each level and for each direction of analysis x and y, the structural eccentricity eo and the torsional radius r shall be in accordance with the two conditions below, which are expressed for the direction of analysis y: eox ≤ 0.30 r x (2) and r x ≥ l s (3) where, eox is the distance between the centre of stiffness and the centre of mass, measured along the x direction, which is normal to the direction of analysis considered; r x is the square root of the ratio of the torsional stiffness to the lateral stiffness in the y direction (“torsional radius”); and

72



l s is the radius of gyration of the floor mass in plan (square root of the ratio of the polar moment of inertia of the floor mass in plan with respect to the centre of mass of the floor to the floor mass). 4. Design slab, columns, and slab-column joints, using the provisions of IS 456, for different load combinations as per IS 1893. 5. Design of shear walls using the provisions of IS 1893. Detail the reinforcement in all the components according to IS 13920 provisions. 6. Check that R times the maximum inter-storey drift DR is less than the specified limit (Eqn. 1). If the interstorey drift is more than the limit, provide shear reinforcement in the slab as per ACI 318-15 guidelines or revise the design with increased size of shear walls and/or increased thickness of slab/shear capitals. 7. Detail the slab reinforcement as per guidelines of ACI 318, with continuity of at least 50% of the bottom bars in column strip and minimum 2 bars passing through the cage of the column reinforcement.

H-3 COMMENTARY Flat slab buildings provide some advantages as compared to the conventional beamcolumn frame systems, such as use of relatively simple formwork and shorter storey heights and are becoming popular in Indian construction industry. However, these buildings are known for their poor seismic performance due to their flexibility and brittle punching shear failure. In absence of adequate design guidelines for seismic loads, these are being designed and constructed without due care. Therefore, it is important that detailed seismic design guidelines are provided in the code for these buildings. Due to their shortcomings in terms of lack of stiffness and ductility, these buildings cannot be used as primary lateral load resisting system and another lateral force resisting system (LFRS) is required to support these buildings. The LFRS should have adequate strength, stiffness and inelastic energy dissipation capacity. RC shear walls are an ideal LFRS to be used in conjunction with flat slab buildings. However, it is to be noted that these buildings also suffer from lack of torsional rigidity and shear walls should be so configured and placed that the building as a whole has adequate torsional rigidity. The EC8 guidelines are the most elaborate in this context and can be used for this purpose. In addition to strength, the shear walls should have adequate stiffness, so that the drift of the building is controlled to avoid a brittle punching shear failure. Experiments have shown that the drift at which brittle punching shear failure of flat slab buildings takes place, depends on the gravity shear ratio. ACI 318 provides a simple relationship between the maximum permitted interstorey drift and the gravity shear ratio. Further, the continuity of bottom reinforcement and its anchorage into column is crucial to ensure a nominal residual strength to avoid catastrophic failure. To control the interstorey drift within permissible limits a displacement based analysis using nonlinear modelling is necessary. However, the shear wall-flat slab buildings

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