Jan 22, IS (Part 1) Indian Standard CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES PART 1 GENERAL. Is (Part 1) Indian Standards Criteria for Earthquake Resistant Design of Structures Part 1 - Download as PDF File .pdf), Text File .txt) or read online. IS (Part 1): Indian Standard. CRITERIA FOR EARTHQUAKE RESISTANT DESIGN OF STRUCTURES PART 1 GENERAL PROVISIONS AND .

Jun 30, 2017  Skip trial 1 month free. Find out why Close. Codal Provision for Earthquake Resistance building by Dr Amit Goyal NCTEL. IS 1893-PART 1 - 2002&2016 COMPARISON(SEISMIC ANALYSIS). Download IS 456 – 2000 IS Code Book (Indian Standards) – We have compiled a Best & Standard Reference Books on Civil Engineering (Indian Standards) IS Code Subject.These books are used by students of top universities, institutes and colleges. IS 456 – 2000 CODE Book – PDF Free Download. Part 1: General provisions and buildings Part 2: Liquid retaining tanks Part 3: Bridges and retaining walls. Next article PDF IS 1893 ( Part 2 ) 2002 Civil Engineering. Ganesh Shegar. PDF IS Code Books Collection Civil Engineering Free Download. Indian standard code list for civil engineering.

IS (Part 1) Indian Standard. CRITERIA FOR EARTHQUAKE RESISTANT. DESIGN OF STRUCTURES. PART 1 GENERAL. PROVISIONS. code, IS (Part 1): The Indian seismic code IS has now been split into a number of parts and the first part containing general provisions. IS (): Criteria for Earthquake Resistant Design of Structures, Part 1: General Provisions and Buildings. [CED Earthquake Engineering].

Himalayan-Nagalushai region, Indo-GangeticPlain, Western India, Kutch and Kathiawarregions are geologically unstable parts of the country, and some devastating earthquakes of the world have occurred there. A major part of the peninsular India has also been visited by strong earthquakes, but these were relatively few in number occurring at much larger time intervals at any site, and had considerably lesser intensity. The earth ake resistant design of structures taking into account seismic data from studies of these Indian earthquakes has become very essential, particularly in view of the intense construction activity all over the country. It is to serve this purpose that IS As a result of additional seismic data 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 epicentres, and adding a more rational approach for design of buildings and sub-structures of bridges.

Part 4 Industrial structures including stack like structures Method of standard penetration test for soils first revision Glossary of terms and symbols relating to soil engineering jirst revision Application of plastic theory in design of steel structures Part l: Title 1.

Is No. For guidance on earthquake resistant construction of buildings. It is defined as logarithm to the base 10 of the maximum trace amplitude. Scale of seismic intensities see AnnexD. In this condition the soil tends to behave like a fluid mass. This floor motion time history is obtained by an analysis of multi-storey building for appropriate material damping values subjected to a specified earthquake motion at the base of structure.

Since the amplitudes of 95 percent mode shapes can be scaled arbitrarily. The representation. The basic zone fiwtorsincluded in this standard are reasonable estimate of effective peak ground acceleration. The modal mass for a given mode has a unique value irrespective of scaling of the mode shape.

The maximum response is plotted against the undamped natural period and for various damping values. This excludes the basement storeys. This point corresponds to the centre of gravity of masses of system. It is a moment-resisting frame specially detailed to provide ductile behaviour and comply with the requirements given in IS or IS or SP6 6.

Froof Design lateral forces at the roof due to all Fi Design lateral forces at the floor i due to all modes considered Acceleration due to gravity Height of structure. The storey lateral strength is the total strength of all seismic force resisting elements sharing the storey shear in the considered direction.

Response quantity due to dead load Design eccentricity to be used at floor i calculated as per 7. Where both horizontal and vertical seismic forces are taken into account. For detail reference be made to IS Part 4. Vertical acceleration should be considered in structures with large spans. Earthquake-generated vertical inertia forces are to be considered in design unless checked and proven by specimen calculations to be not significant.

Reinforced and prestressed concrete members shall be suitably designed to ensure that premature failure due to shear or bond does not occur. The soil-structure interaction may not be considered in the seismic analysis for structures supported on rock or rock-like material. For structures which have lateral force resisting elements in the two orthogonal directions only.

The predominant direction of ground vibration is usually horizontal. In steel structures. Provisions for appropriate ductile detailing of reinforced concrete members are given in IS This standard specifies design forces for structures standing on rocks or soils which do not settle.

The specified earthquake loads are based upon postelastic energy dissipation in the structure and because of this fact.

The random earthquake ground motions. Reduction in gravity force due to vertical component of ground motions can be particularly detrimental in cases of prestressed horizontal members and of cantilevered members.

In important cases. Actual forces that appear on structures during earthquakes are much greater than the design forces speciiled in this standard. IL and EL stand for the response quantities due to dead load. NOTE — For instance. IS and IS c 6. The value of elastic modulus of materials.

EL in 6. NOTE — However. V and less than 10 in seismic Zone II. The values of R for buildings are given in Table 7. Such sites should preferably be avoided while locating new settlements or important projects. Response reduction factor. NOTE — Specialist literature may be referred determining liquefaction potential of a site. When earthquake forces are considered along with other normal design forces. Importance factor. Zone factor given in Table 2. ELy and ELz including variations in sign plus or minus shall be considered.

All possible combinations of the three components ELx. Well graded gravel and sand All soils with N between 10 gravel mixtures with or and Z Clause 6. These curves represent free tleld ground motion. Figure 2 shows the proposed 5 percent spectra for rocky and soils sites and Table 3 gives the multiplying factors for obtaining spectral values for various other clampings. The method empirical or otherwise to calculate the natural periods of the structure to be adopted for evaluating S.

For rocky. Type 1 Rock. Response Reduction Factor R.

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NOTE — For various types of structures. Lateral design force for earthquakes shall not be calculated on contribution of impact effects from imposed loads. L 1 The seismic weight of each floor is its full dead load plus appropriate amount of imposed load. The response reduction factor.

A building shall be considered as irregular for the purposes of this standard.

While computing the seismic weight of each floor. No further reduction in the imposed load will be used as envisaged in IS Part 2 for number of storeys above the one under consideration or for large spans of beams or floors.

Where the probable loads at the time of earthquake are more accurately assessed. In such cases. For example. S1 No. The irregularity need not be considered in case of roofs iii Vertical Geometric Irregularity Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the lateral force resisting system in any storey is more than percent of that in its adjacent storey iv In-Plane Discontinuity in VerticalElenrentsResisttng Lateral Force A in-plane offset of the lateral force resisting elements greater than the length of those elements v Discontinuity in CapaciQ — Weak Strorey A weak storey is one in which the storey lateral strength is less than 80 percent of that in the storey above.

Irregularity Type and Description 2 ii Mass Irregulari Mass irregularity shall be considered to exist where the seismic weight of any storey is more than percent of that of its adjacent storeys. Torsional irregularity to be considered to exist when the maximum storey drift. Buildings with dual systems consist of shear walls or braced frames and moment resisting frames such that: Prohibited in zones IV and V. Ductile shear walls are those designed and detailed as per IS Number of storeys in the building is the number of levels at which the masses are located.

Seismic weight of the building as per 7. Height of building. This design lateral force shall then be distributed to the various floor levels. But it includes the basement storeys. Elements 7. The overall design seismic force thus obtained at each floor level. NOTE — For irregular buildings. Method However. The effect of higher modes shall be included by considering missing mass correction following well established procedures.

If modes with natural frequency beyond33 Hz are to be considered. Modelling as per 7. B calculated using a fundamental where T. Number of modes being considered.

Buildings with plan irregularities. Response quantity in mode i including sign. Circular frequeney in ith mode. Response spectrum method of analysis shall be performed using the design spectrum specified in 6. NOTE — The The design forces calculated as in 7. IS a Part 1: In such a case. Buildings with Soft Storey In case buildings storey with a flexible storey.

When floor levels of two similar adjacent units or buildings are at the same elevation levels. Even thnugh the slabs and columns are not required to share the lateral forces. For the purposes see 7. NOTE — For instauce. In the analysis of the building. Since the Isstersdload resistance rfthe slab-column system is small. All ties shall be capable of carrying.

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The concern is tbtit under such detbrmations. Frictional resistance shall not be relied upon for fulfilling these requirements. All connections between different parts. All partsof the building. For the design of the main structure. The responsibility for the correctness of internal details rests with the publisher.

Copyright Year The territorial waters of India extend into the sea to distance of twelve nautical miles measured from the appropriate The administrative headquarters of Chandigarh.

Haryana and Punjab are at Chandigarh. The interstate boundaries between Arunachal Pradesh. The vibration is like that due to the passing of a heavily loaded truck. Though not finally approved the scale is more comprehensive and describes the intensity of earthquake more precisely. Open doors and windows are thrust open and slam back again. Pictures knock against walls or swing out of place. Liquid in open vessels are slightly disturbed.

Gaps in walls: Floors and walls crack. Large and deep cracks in plaster: A few run outdoors. Building in field-stone. Many people awake. The vibration is like that due to the passing of a light truck. Awakening i The earthquake is felt indoors by all.

Largelv ob. Here and there people awake. Animals become uneasy. Occasionally pendulum clocks stop. Reinforced buildings. The main definitions used are followings. In standing motor cars the shock is noticeable. The sensation of vibration is like that due to heavy objects falling inside the buildipgs.

Building tremble throughout. Ordinary brick buildings.

Unstable objects overturn or shift. Furniture begins to shake. Scale Not noticeable — The intensity of the vibration is below the limits of sensibility: Total collapse of the buildings.

Attentive observers notice a slight swinging of hanging objects. Small cracks in plaster: Liquids spill in small amounts from well-filled open containers. Grade 5 Total damage. Hanging objects swing slightly. Heavy furniture may possibly move and small steeple bells may ring.

Monuments and columns fall. Severe damage to bridges. Occasional breaking seams. Some times dry springs have their flow resorted and existing springs stop flowing. A few persons loose their balance. Dry wells refill and existing wells become dry. Underground pipes are bent or broken. Ground cracks to widths of up to 10 cm. In isolated instances parts of sand and gravelly banks slip off. Memorials and of pipe monuments move and twist. Many buildings of Type B show damage of Grade 5.

Hanging lamps are damaged in part. Further more. Most buildings of Type A suffer damage of Grade 3. In coastal areas. Most buildings of Type A suffer damage of Grade 4. Many people in buildings are frightened and run outdoors. New lakes occur. In individual cases. Destruction i Severe damage even to well built buildings. In few instances. Water levels in wells change. Damage in few buildings of Type A is of Grade 2. General damage of buildings i ii General panic. Animals run to and fro in confusion.

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Road paving and asphalt show waves. New reservoirs come into existence. From river banks and steep coasts. Large bells ring. Destruction of buildings Many buildings of Type C suffer damage of Grade 4. Critical damage to dykes and dams. Dry wells renew their flow and existing wells dry up. Considerable damage to reservoirs. Frightening i Felt by most indoors and outdoors.

In many buildings of Type C damage of Grade 1 is caused: The vibration is noticed by persons driving motor cars. Many find it difllcult to stand. Water in lakes become turbid. Most buildings of Type B suffer damage of Grade 3. Even heavy furniture moves and partly overturns. Most of Type A have destruction of Grade 5. Stone walls collapse. Here and there branches of trees break off. In single instances. Parallel to water courses occur broad fissures.

Loose ground slides from steep slopes. Many buildings of Type B show a damage of Grade 4 and a few of Grade 5. In many cases. Many buildings of Type A suffer damage of Grade 5. Domestic animals run out of their stalls.

Railway lines are bent slightly. Numerous landslips and falls of rocks. Highways become useless Underground pipes destroyed. Falling of rock and slumping of river banks over wide areas. Considerable ground cracks with extensive vertical and horizontal movements are observed. The intensity of the earthquake requires to be investigated specifically. The intensity of the earthquake requires to be investigated specially. Roorkee University Engineering. The Sectional Committee has therefore, considered that a rational approach to the problem would be to arrive at a zoning map based on known magnitudes and the known epicentres see Annex A assuming all other conditions as being average and to modify such an idealized isoseismal map in light of tectonics see Annex B , lithology see Annex C and the maximum intensities as recorded from damage surveys.

The Committee has also reviewed such a map in the light of the past history and future possibilities and also attempted to draw the lines demarcating the different zones so as to be clear of important towns, cities and industrial areas, after making special examination of such cases, as a little modification in the zonal demarcations may mean considerable difference to the economics of a project in that area.

Maps shown in Fig. The Killari area has been included in Zone III and necessary modifications made, keeping in view the probabilistic hazard evaluation. The Bellary isolated zone has been removed. The seismic hazard level with respect to ZPA at 50 percent risk level and years service life goes on progressively increasing from southern peninsular portion to the Himalayan main seismic source, the revised seismic zoning map has given status of Zone III to Narmada Tectonic Domain, Mahanandi Graben and Godawari Graben.

This is a logical normalization keeping in view the apprehended higher strain rates in these domains on geological consideration of higher neotectonic activity recorded in these areas. Attention is particularly drawn to the fact that the intensity of shock due to an earthquake could vary locally at any place due to variation in soil conditions.

1893-PART 1.pdf

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. It is important to note that the seismic coefficient, used in the design of any structure, is dependent on many variable factors and it is an extremely difficult task to determine the exact seismic coefficient in each given case.

It is, therefore, necessary to indicate broadly the seismic coefficients that could generally be adopted in different parts or zones of the country though, of course, a rigorous analysis considering all the factors involved has to be made in the case of all important projects in order to arrive at a suitable seismic coefficients for design. The Sectional Committee responsible for the formulation of this standard has attempted to include a seismic zoning map see Fig.

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 maximum seismic ground acceleration in 3. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard.

CED 39 4. Standards Association of New Zealand. Report No. Uniform Building Code. The units used with the items covered by the symbols shall be consistent throughout this standard. Zone factors for some important towns are given in Annex E. January Base isolation systems are found useful for short period structures. Part 2: The designer must demonstrate by detailed analyses that these devices provide sufficient protection to the buildings and equipment as envisaged in this standard. Base isolation and energy absorbing devices may be used for earthquake resistant design.

New Zealand. IIT Bombay. NEHRP The composition of the Committee responsible for the formulation of this standard is given in Annex F. Geological Survey of India. FEMA Federal Emergency Management Agency.. Performance of locally assembled isolation and energy absorbing devices should be evaluated experimentally before they are used in practice.

For the purpose of deciding whether a particular requirement of this standard is complied with.. Side bar indicates modification of the text as the result of incorporation of the amendment.

India Meteorological Department. NZS Assistance has particularly been derived from the following publications: This edition 6. Only standard devices having detailed experimental data on the performance should be used. Earthquake Engineering Sectional Committee. Federal Emergency Management Agency.

In the formulation of this standard. Part 1: International Conference of Building Officials. Design of buildings and equipment using such device should be reviewed by the competent authority. The basic zone factors included herein are reasonable estimates of effective peak ground accelerations for the design of various structures covered in this standard.

University of Roorkee. Indian Institute of Technology. For guidance on earthquake resistant construction of buildings. IS IS No. IS and IS Part 4 Industrial structures including stack like structures 1. Its basic provisions are applicable to buildings. Application of plastic theory in design of steel structures Part 4: In this condition the soil tends to behave like a fluid mass.

The nature of the geological formation of the earths crust above bed rock on the basis of such characteristics as colour. Scale of seismic intensities see Annex D. Ductility of a structure. This floor motion time history is obtained by an analysis of multi-storey building for appropriate material damping values subjected to a specified earthquake motion at the base of structure.

It is 0. Floor response spectra is the response spectra for a time history motion of a floor. The originating earthquake source of the elastic waves inside the earth which cause shaking of ground due to earthquake. It is defined as logarithm to the base 10 of the maximum trace amplitude. Since the amplitudes of 95 percent mode shapes can be scaled arbitrarily. It is the value of acceleration response spectrum for period below 0. It is the seismic weight divided by acceleration due to gravity.

It is an analysis of the dynamic response of the structure at each increment of time. The modal mass for a given mode has a unique value irrespective of scaling of the mode shape. It is the level at which inertia forces generated in the structure are transferred to the foundation. The maximum response is plotted against the undamped natural period and for various damping values.

The basic zone factors included in this standard are reasonable estimate of effective peak ground acceleration. It is a factor denoting the acceleration response spectrum of the structure subjected to earthquake ground vibrations. It is the displacement of one level relative to the other level above or below.

It is the total design lateral force at the base of a structure. This point corresponds to the centre of gravity of masses of system. This excludes the basement storeys. It is part of the structural system assigned to resist lateral forces. It is one in which the lateral stiffness is less than 70 percent of that in the storey above or less than 80 percent of the average lateral stiffness of the three storeys above. The storey lateral strength is the total strength of all seismic force resisting elements sharing the storey shear in the considered direction.

Ah Design horizontal seismic coefficient Ak Design horizontal acceleration spectrum value for mode k of vibration bi ith Floor plan dimension of the building perpendicular to the direction of force c Index for the closely-spaced modes d Base dimension of the building.

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. DL Response quantity due to dead load edi Design eccentricity to be used at floor i calculated as per 7. Reinforced and prestressed concrete members shall be suitably designed to ensure that premature failure due to shear or bond does not occur. Provisions for appropriate ductile detailing of reinforced concrete members are given in IS This standard specifies design forces for structures standing on rocks or soils which do not settle.

The predominant direction of ground vibration is usually horizontal. The specified earthquake loads are based upon postelastic energy dissipation in the structure and because of this fact. The random earthquake ground motions. The soil-structure interaction may not be considered in the seismic analysis for structures supported on rock or rock-like material. Earthquake-generated vertical inertia forces are to be considered in design unless checked and proven by specimen calculations to be not significant.

Reduction in gravity force due to vertical component of ground motions can be particularly detrimental in cases of prestressed horizontal members and of cantilevered members. Where both horizontal and vertical seismic forces are taken into account. Vertical acceleration should be considered in structures with large spans. Actual forces that appear on structures during earthquakes are much greater than the design forces specified in this standard. In important cases.

In steel structures. For detail reference be made to IS Part 4. For structures which have lateral force resisting elements in the two orthogonal directions only. EL in 6. IL and EL stand for the response quantities due to dead load. NOTE — However. In the plastic design of steel structures. The following assumptions shall be made in the earthquake resistant design of structures: NOTE — For instance. Marine clays and other sensitive clays are also known to liquefy due to collapse of soil structure and will need special treatment according to site condition.

All possible combinations of the three components ELx. ELy and ELz including variations in sign plus or minus shall be considered. Such sites should preferably be avoided while locating new settlements or important projects. The values of R for buildings are given in Table7. V and less than 10 in seismic Zone II. Type I Rock or Hard Soil: Well graded gravel and sand gravel mixtures with or without clay binder.

All soils with N between 10 soil other than SP1 and Z Clause 6. These curves represent free field ground motion. For FIG. Response Reduction Factor R. Table 2 Zone Factor. Figure 2 shows the proposed 5 percent spectra for rocky and soils sites and Table 3 gives the multiplying factors for obtaining spectral values for various other dampings.

NOTE — For various types of structures. In such cases. The response reduction factor. No further reduction in the imposed load will be used as envisaged in IS Part 2 for number of storeys above the one under consideration or for large spans of beams or floors.

A building shall be considered as irregular for the purposes of this standard. The minimum value of importance factor. Where the probable loads at the time of earthquake are more accurately assessed. While computing the seismic weight of each floor.

Lateral design force for earthquakes shall not be calculated on contribution of impact effects from imposed loads. Buildings having simple regular geometry and uniformly distributed mass and stiffness in plan as well as in elevation. Structure Importance Factor 1 2 3 i Important service and community buildings. Table 6 Importance Factors. The irregularity need not be considered in case of roofs iii Vertical Geometric Irregularity Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the lateral force resisting system in any storey is more than percent of that in its adjacent storey iv In-Plane Discontinuity Resisting Lateral Force in Vertical Elements A in-plane offset of the lateral force resisting elements greater than the length of those elements v Discontinuity in Capacity — Weak Strorey A weak storey is one in which the storey lateral strength is less than 80 percent of that in the storey above.

A extreme soft storey is one in which the lateral stiffness is less than 60 percent of that in the storey above or less than 70 percent of the average stiffness of the three storeys above. For example. I Clause 6. Torsional irregularity to be considered to exist when the maximum storey drift. Irregularity Type and Description 1 2 i Torsion Irregularity To be considered when floor diaphragms are rigid in their own plan in relation to the vertical structural elements that resist the lateral forces.

The overall design seismic force thus obtained at each floor level. This design lateral force shall then be distributed to the various floor levels.

If modes with natural frequency beyond 33 Hz are to be considered. The analytical model for dynamic analysis of buildings with unusual configuration should be such that it adequately models the types of irregularities present in the building configuration. Undamped free vibration analysis of the entire The effect of higher modes shall be included by considering missing mass correction following well established procedures. NOTE — For irregular buildings. Modelling as per 7. Buildings with plan irregularities.

Where VB is less than V B all the response quantities for example member forces. Response spectrum method of analysis shall be performed using the design spectrum specified in 6. In such a case. The design forces calculated as in 7. Froof and Fi.

There shall be no drift limit for single storey building which has been designed to accommodate storey drift.

Ah is as per 6. All ties shall be capable of carrying. The concern is that under such deformations. In seismic Zones IV and V. In the analysis of the building. Since the lateral load resistance of the slab-column system is small.

Even though the slabs and columns are not required to share the lateral forces. IV and V. When floor levels of two similar adjacent units or buildings are at the same elevation levels. All connections between different parts. For the design of the main structure.

Frictional resistance shall not be relied upon for fulfilling these requirements. Haryana and Punjab are at Chandigarh. The interstate boundaries between Arunachal Prades. The territorial waters of India extend into the sea to distance of twelve nautical miles measured from the appropriate base line.

The responsibility for the correctness of internal details rests with the publisher. The administrative headquarters of Chandigarh. Copyright Year Slight damages in buildings of Type A are possible. A few run outdoors. Pictures knock against walls or swing out of place. Hanging objects swing slightly. Many people awake. The vibration is like that due to the passing of a heavily loaded truck. Not noticeable — The intensity of the vibration is below the limits of sensibility. The main definitions used are followings.

Attentive observers notice a slight swinging of hanging objects. Furniture begins to shake. Type B — Ordinary brick buildings. Hanging objects swing considerably. Though not finally approved the scale is more comprehensive and describes the intensity of earthquake more precisely. Grade 4 Destruction Grade 5 Total damage 5. Open doors and windows are thrust open and slam back again. Floors and walls crack.

Grade 3 Heavy damage Large and deep cracks in plaster.