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Is 13828 Earthquake Resistance of Low Strength Buildings | Masonry | Brick
Is 13828 Earthquake Resistance of Low Strength Buildings
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IS 1382S WwibT Jnm
: 19S3
( Reaffirmed 1998)
huikm Shmdard
IMPROVING EARTHQUAKE RESISTANCE OF LOW STRENGTH MASONRY INJILDXNGS GUIDELINES
0 BIS 1993
9 BAHADIJR
NEW DELHI 110002 August 1993 prke Group 6
FOREWORD This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Earthquake Engineering Sectional Committee had been approved by the Civil Engineering Division Council. Himalayan-Naga Lushai region, Indo-Gangetic Plain, Western India and Kutch and Kathiawar regions 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 moderate earthquakes, but these were relatively few in number and had considerably lesser intensity. It has been a long felt need to rationalize the earthquake resistant design and construction of structures taking into account seismic data from studies of these Indian earthquakes, particularly in view of the heavy construction programme at present all over the country. It is to serve this purpose that IS 1893 : 1984 Criteria for earthquake resistant design of structures was prepared. It lays down the seismic zones, the basic seismic coefficients and other factors and criteria for various structures. As an adjunct to IS 1893, IS 4326 Code of practice for earthquake resistant design and construction of buildings was prepared in 1967 and revised in 1976. This contained some recommendations for low strength brick and stone buildings. Earthquake damages to such buildings in Himachal Pradesh, North Bihar and Hill districts of Uttar Pradesh emphasized the need to expand these provisions. In order to assign the subject the importance it ~demanded in the context of prevalence of such buildings in the seismic zones It was therefore considered appropriate to issue a separate standard on the subject. It is naturally tied to IS 1893 in view of the seismic zgnes and coefficients. It will be useful to read this standard along with IS 4326. . The Sectional Committee responsible for the preparation of this standard has taken into consideration the views of all who are interested in this field and has related the standard to the prevailing practices in the country, Due weightage has also been given to the need for international co-ordination among the standards and practices prevailing in different countries of the world. The Committee responsible-for the preparation of this standard is given at Annex A.
In the preparation of this standard, the publication Guidelines for earthquake resistant non-engineered construction, published by the International Association for Earthquake Engineering, Tokyo, October 1986, has been freely referred to.
IS 13828 : 1993
IMPROVING EARTHQUAKE RESISTANCEOF LOW STRENGTHMASONRYBUILDINGSGUIDELINES
1 SCOPE 1.1 This standard covers the special design and construction for improving resistance of buildings of low-strength features of earthquake masonry. 3.1 Low Strength Masonry Includes fired brick work laid in clay mud mortar and random rubble; uncoursed, undressed or semi-dressed stone masonry in weak mortars; such as cement sand, lime-sand and clay mud. 3.2 Centre of Rigidity
1.1.1 The provisions of this standard are applicable in seismic zones III to V. No special provisions are considered necessary for buildings in seismic zones I and II. 1.1,2 The various provisions of IS 4326 : 1993 regarding general principles, special construction categories of types of construction, features, buildings and masonry construction with rectangular masonry units are generally applicable to the masonry buildings of low strength dealt with in thin standard. There are however certain additional details exceptions and restrictions, which are specifically included herein. For comall necessary portions are pleteness however repeated here.
NOTE -Attention is hereby drawn to the fact that low-strength masonry as dealt with herein will neither qualify as engineered construction nor totally free from collapse in the severe seismic intensities VIII or IX. However, inclusion of special seismic design and construction features provided herein will raise thf,ir seismic resistance appreciably, reducing greatly the chances of collapse even in such seismic intencities.
The point in a structure where a lateral force shall be applied to produce equal deflections of its components at any one level in any particular direction. 3.3 Shear Wall to resist lateral force c in its own
A wall designed plane. 3.4 Box System
A bearing wall structure without a space frame the horizontal forces being resisted by the walls acting as shear walls. 3.5 Band
2 REFERENCES The following Indian Standards adjuncts to this standard: are necessary
A reinforced concrete, reinforced brick or wooden runner provided horizontally in the walls to tie them together, and to impart horizontal bending strength in them. 3.6 Seismic Zone and Seismic Coefficient
IS Jvo.
1597 ( Part 1 ) : 1967
Code of practice for construction of stone masonry : Part 1 Rubble stone masonry Criteria for earthquake resistant of structures design ( jifirst reuisian j Code of practice for design and construction of foundations in soils : General requirements Code of practice for earthquake resistant design and buildings construction of ( second renision ) of this standard, apply. the follow-
The seismic zones I to V as classified and the seismic coefficient tzo, as corresponding basic specified in IS 1893 : 1984. 3.7 Design Seismic Coe5cient ( cch)
1964 : 1981
The value of horizontal seismic coefficient computed taking into account the soil foundation system and the importance factor as specified in 3.4.2.3(a) of IS 1893 : 1984. 3.8 Concrete Grades
28 days crushing strength of concrete cubes of 150 mm side in MPa, for example, for Ml5 grade concrete crushing strength 15 MPa. 4 GENERAL 4.0 General PRINCIPLES
3 TERMlNQLQGY
3.t~ For the purpose
ing definitions shall
The general principles given in 4.1 to 4.5 should be observed in the construction ~of buildings for improving their earthquake resistance. I
IS 13828 : 1993 4.1 Lightness Since the earthquake force is a function of mass, the building should be as light as possible consistent with structural safety and functional requirements. Roofs and upper storeys of buildings in particular should be designed as light as possible. 4.2 Continuity of Construction 5 SPECIAL CONSTRUCTION
5.1 Foundations 5.1.1 For the design of foundations, the provisions with conjunction of IS 1901 : 1986 in IS 1893 : 1981 shall generally be followed. 5.1.2 The subgrade below the entire area ot the building should preferably be of the same type of the soil. Wherever this is not possible, the buildings should preferably be separated into units and then the units should be located separately. 5.1.3 Loose fine sand soft silt and expansive clays should be avoided. If unavoidable the following measures may be taken to improve the soil on which the foundation of the building may rest: a) Sand piling/under columns, etc. b) Soil stabilization. 5.2 Roofs and Floors reamed piling/stone
4.2.1 As far as possible, all parts of the building should be tied together in such a manner that the building acts as one unit. 4.2.2 For integral floor slabs should far as possible. action of building, roof and be continuous throughout as
4.2.3 Additions and alterations to the structures should be accompanied by the provision of positive measures to establish continuity between the existing and the new construction. 4.3 Projecting and Suspended Parts
4.3.1 Projecting possible. If the ed, they should tied to the main be in accordance
parts should be avoided as far as projectmg parts cannot be avoidbe properly reinforced and firmly structure and their design should with IS 1893 : 1981.
NOTE - In cases where stability of projecting parts against overturning is achieved by counterweight in the should be form of wall, slab etc, the overturnmg checked by increasing the weight of the projecting part and decreasing the weight of stabilizing mass simultaneously in accordance with the vertical seismic coefficient specified in 4.4.2 of IS 1893 : 1984.
5.2.1 Flat roof or floor should not preferably be made of tiles or ordinary bricks supported on steel, timber or reinforced concrete joists, nor they shall be of a type which in the event of an earthquake is likely to be loosened and parts or all of which may fall. If this type of construction cannot be avoided, the joists should be blocked at ends and bridged at intervals such that their spacing is not altered during an earthquake. 5.2.1.1 For pitched roofs, corrugated iron or asbestos sheets should be used in preference to country, Allahabad or Mangalore tiles or other loose roofing units. All roofing materials shall be properly tied to the supporting members. Heavy roofing materials should generally be avoided. 5.2.2 Pent Roofs
4.3.2 Ceiling plaster should ed. When it is unavoidable, as thin as possible.
preferably be avoidthe plaster should be
4.3.3 Suspended ceiling should be avoided as far as possible. Where provided, they should be light and adrquately framed and secured. 4.4 Shape of Building
In order to minimize torsion, the building should have a simple rectangular plan and be symmetrical both with respect to mass and rigidity so that the centres of mass and rigidity of the building coincide with each other. It will be desirable to use separate blocks of rectangular shape particularly in seismic zones V and IV.
NOTE - For small buildings, minor asymmetry in plan and elevation may be ignored. Designing such buildings against torsion may bq difficult and uncertain.
5.2.2.1 All roof trusses should be supported on and fixed to timber band reinforced concrete band or reinforced brick band. The holding down bolts should have adequate length as required for earthquake and wind forces. Where a trussed roof adjoins a masonry gable, the ends of the purlins should be carried on and secured to a plate or bearer which should be adequately bolted to timber reinforced concrete or reinforced brick band at the top of gable end masonry. 5.2.2.2 At tie level, all the trusses and the gable end should be provided with diagonal braces in plan so as to transmit the lateral shear due to earthquake force to the gable walls acting as shear walls. 2
Fire frequently follows an earthquake and therefore buildings should be constructed to make them fire resistant in accordance with the provisions of relevant Indian Standards for fire safety.
IS 13828: 1993 5.2.3 Jack Arches
Jack arched roofs or floors where used should be provided with mild steel ties in _a11 spans alongwith diagonal braces in plan to ensure diaphragm actions. 5.3
B.l.l Two
types namely:
construction using
included mortar, stone morand
Brick a> and
5.3.1 The interconnection of the stairs with the adjacent floors should be appropriately treated by providing sliding joints at the stairs to eliminate their bracing effect on the floors. Ladders may be made fixed at one end and freely resting at the other.
Random rubble and half-dressed masonry construction using different tars such as clay mud lime-sand cement sand.
Table 1 Building Categories for Earthquake Resisting Features ( Clause 7 )
Category A B C D Range of
Bd t- in Staircase
When stairs are built monolithically with floors, they can be protected against damage by providing rigid walls at the stair opening. The walls enclosing the staircase should extend through the entire height of the stairs and to the building foundations. 6 BOX TYPE CONSTRUCTION -This type of construction consists of prefabricated or in-s& masonry wall along with both the axes of the building. The walls support vertical loads and also act as shear walls for horizontal loads acting in any direction. All traditional masonry construction falls under this category. In prefabricated wall construction, attention should be paid to tht connections between wall panels so that transfer of shear between them is ensured. 7 CATEGORIES OF BUILDINGS
004 to less than 0.05 0.05 to 006 ( both inclusive More than 008 More masonry than shall 006 but less than )
008 to less than 0.12
NOTE - Low-strength category E.
8.1.2 These constructions should not be permitted for important buildings with f >, 1.5 and should preferably be avoided for bullding category D ( see Table 1 ).
B.1.3 It will be useful to provide damp-proof course at plinth level to stop the rise of pore water into the superstructure. 8.1.4 Precautions should be taken to keep the rain water away from soaking into the wall so that the mortar is not softened due to wetness. An effective way is to take out roof projections beyond the walls by about 500 mm. 8.1.5 Use of a water-proof plaster on outside face of walls will enhance the life of the building and maintain its strength at the time of earthquake as well. 8.1.6 Ignoring tensile strength, free standing walls should be checked against overturning under the action of design seismic coefficient, ah, allowing for a factor of safety of 1 5. 8.2 Bridkwork in Weak Mortars
For the purpose of specifying the earthquake buildings, have been resisting features, the categorised in five categories A to E, as given in Table 1, based on the value of CC~,given by: Qh = where ah = design seismic building, coefficient for the Q&
for the seismic ug = basic seismic coefficient zone in which the building is located ( see Table 2 of IS 1893 : 1984 ),
importance factor building ( see 3.4.2.3 and
applicable to the of IS 1893 : 1984 ), and
8.2.1 The fired bricks should have a compressive strength not less than 3.5 MPa. Strength of bricks and wall thickness should he selected for the total building height. 8.2.2 The mortar should be lime-sand ( 1 : 3 ) or clay mud of good quality. Where horizontal steel is used between courses, cement-sand mortar ( 1 : 3 ) should he used with thickness so as to cover the steel with 6 mm mortar above and below it. Where vertical steel is used, the surrounding brickwork of 1 x 1 or l& x 13 3
soil foundation factor ( see 3.4.2.3 Table 3 of IS 1893 : 1984 ).
8 LOW STRENGTH CONSTRUCTION 8.1 General
IS 13828 : I993 brick size preferably mortar. depending be built on wall thickness should using 1 : 6 cement-sand 8.3 Stone Masonry Half-Dressed ) ( Random Rubble or
8.2.3 The minimum wall thickness shall be one brick in one storey construction and one brick in top storey and 14 brick in bottom storeys of up to three storey construction. It should also not be less than l/16 of the length of wall between two consecutive perpendicular walls. 8.2.4 The height of the building shall be restricted to the following, where each storey height shall not exceed 3.0 m: For Categories A, B and C three storeys with flat roof; two and storeys plu; attic pitched roof. two storeys with flat roof; and one storey plus attic for pitched roof.
8.3.1 The construction ofstone masonry of random rubble or dressed stone type should generally follow IS 1597 ( Part 1 ) : 1967. 8.3.2 The mortar should bc cement-sand ( 1 : 6 ), lime-sand ( 1 : 3 ) or clay mud of good quality. 3.3.3 The wall thickness t should not be larger than 450 mm. Preferably it should be about 350 mm, and the stones on the inner and outer wythes should be interlocked with each other.
NOTE - If the two wthes are not interlocked, they tend to delaminate during ground shaking bulge apait ( see Fig. 2 ) and bwkle separately under vertical load leading to complete collapse of the wall and the building.
8.3.4 The masonry should preferably be brought to courses at not more than 600 mm lift. 8.3.5 Through stones at full length equal to wall thickness should be used in every 600 mm lift at not more than 1.2 m apart horizontally. If full length stones are not available, stones in pairs each of about 314 of the wall thickness may be used in place of one full length stone so as to provide an overlap betlveen them ( see Fig. 3 ). 8.3.6 In place of (through stones, bonding elements of steel bars 8 to 10 mm dia~bent to S-shape or as hooked links may be used with a cover of 25 mm from each face of the wall ( see Alternatively, Fig. 3 ). wood ~bars of 38 mm x 38 mm cross section or concrete bars of 50 mm x 50 mm section with an 8 mm dia rod placed centrally may be used in place of *through stones. The wood should be well treated witn preservative so that it is durable against weathering and insect action.
Special Bond in Brick Walls
For achieving fuli strength of masonry, the usual bonds specified for masonry should be followed so that the vertical joints are broken properly from course to course. To obtain full bond between perpendicular walls, it is necessary to make a sloping ( stepped ) joint by making the corners first to a height of 600 mm and then building the wall in between them. Otherwise the toothed joint should be made in both the walls, alternately in lifts of about 450 mm ( see Fig. 1 ).
ALTERNATING TOOTHED JOINTS IN WALLS AT CORNER AND T-JUNC~IOX
IS 13828 1993 8.3.9 If walls longer than 5 m are needed, buttresses may be used at intermediate points not farther apart than 4.0 m. The size of the buttress be kept of uniform thickness. Top width should be equal to the thickness of main wall, t, and the base width equal to one sixth of wall height. 8.4 Opening in Bearing Walls 8.4.1 Door and window openings in walls reduce their lateral load resistance and hence should preferably, be small and more centrally located. The size and position of openings shall be as given in Table 2 and Fig. 4.
stone, 3. Rotation
conical stone, of Wythe, Mud or weak lime mortar.
2. Small alignment 4. Random rubble,
Fro. 2 WALL DELAMINATEDWITHBUCKLED WYTHE~ 8.3.7 Use of bonding elements of adequate length should also be made at corners and junctions of walls to break the vertical joints and provide bonding between perpendicular walls. 8.3.8 Height of the stone masonry walls ( random rubble or half-dressed ) should be restricted as follows, with storey height to Abe kept 3.0 m maximum, and span of walls between cross walls to be limited to 5.0 m: For categories A and B - Two storeys a> flat roof or one storey plus attic, if with walls are built in lime-sand or mud mortar; and -one storey higher if walls are built in cement-sand 1 : 6 mortar. For categories C and D - Two storeys with flat roof or two storeys plus attic for pitched roof, if walls are built in 1 : 6 cement mortar; and one storey with flat roof or one storey plus attic, if walls are built in lime-sand or mud mortar, respectively. t PL50 I--L!-
8.4.2 Openings in any storey shall preferably have their top at the same level so that a continuous band could be provided over them including the lintels throughout the building. 8.4.3 Where openings do not comply with the guidelines of Table 2, they should be strengthened lining as by providing reinforced concrete shown in Fig. 5 with 2 high strength deformed ( H S D ) bars of 8 mm dia. 8.4.4 The use of arches to span over the openings is a source of weakness and shall be avoided, otherwise, steel ties should be provided. 8.5 Seismic Strengthening Arrangements 8.5.1 All buildings to be constructed of masonry shall be strengthened by the methods as specified for various categories of buildings, listed in Table 3, and detailed in subsequent clauses. Fig. 6 and 7 show, schematically, the overall strengthening arrangements to be adopted for category D buildings, which consist of horizontal bands of reinforcement at critical levels and vertical reinforcing bars at corners and junctions of walls.
21 (0) 1. Through stone, 6. Floor level. 2. Pair of overlapping stone,
3. S-Shape tie, 4. Hooked tie, 5. Wood plank, of wall
(a) Sectional
(b) Cross-section plan of wall All dimensions in millimetres.
Fxa. 3
THROU~HSTONEANDBOND 5
Ventilator Cross wall
DIMENSIONS OF OPENINCIS AND PIERSFOR RECOMMENDATIONS IN TABLE 2
Table 3 Strengthening Arrangements Recommended for Low Strength Masonry Buildings
( Clause Building Category (1) A B 046 037 450 mm 600 mm 042 033 560 mm
Table 2 Size and Position of Openings in Bearing Walls ( see Fig. 4 ) ( Clauses8.4.1 and 8.4.3 )
#_____h___~ A,B &C
8.5.1 )
c Strengthenhg to be Provided (3) c, f b> c, f, 8 b, c, f, g b, c, 4 C g, b, c, f, 8 b, c, d, f, g b> c, 4 f, g
i) Distance bs from the inside corner of outside wall, Alin ii) Total length of openings. ratio; Max:
Number of Storeys (2) 1 and 2 3 1 and 2 3 2 aid 3
( br + ba + h )II ( be +
one storeyed building 2 & 3 storeyed building consecu-
b,%a
C D Strengthening Method
iii) Pier width between five openings b4
iv) Vertical distance between two openings one above the other, hs, Min
b c d -
Lintel band ( see 8.5.2 ) Ro-of band and gable ( see 8.5.3 and 8.5.4 ) band where junctions necessary of walls roofs
Vertical steel at corners and ( see 8.5.7 ) at tie
f-Bracing in plan ( see 5.2.2.2 ) g -
of pitched
Plinth band where necessary ( seti 8.5.6 )
NOTE -For building of category B in two storeys, constructed with stone masonry in weak mortar, it will be-desirable to provide vertical steel of 10 mm dia in both storeys.
Lintel band is a band ( see 3.5 ) provided at lintel level on all internal and external longitudinal as well as cross walls except partition walls. The details of the band are given in 8.5.5. 8.5.2
w = Window t = Wall thickness tS = Lintal thickness
t, = Thickness of concrete
u = Vertical bar
STRENGTHENING MASONRY AROUND OPENING 6
8.5.3 Roof band is a band ( see 3.5 ) provided immediately below the roof or floors, The details of the band are given in 8.5.5. Such a band need not be provided underneath reinforced concrete or reinforced brick slabs resting on bearing walls, provided that the slabs cover the width of end walls fully.
IS I3828 : 1993 bands should be of the full width Qf the wall, not less than 75 mm indepth and should be reinforced with 2 HSD bars 8 mm dia land held in position by 6 mm dia bar links, installed at 150 mm apart as shown in Fig. 8. NOTES
1 In coastal areas, the concrete 3
the filling mortar of 1 water proofing admixture.
: 3 ratio
grade shall be M20 and ( cement-sand) with
2 In case of reinforced brickwork, the thickness of joints containing steel bars should be increased to 20 mm so as to have a minimum mortar coverof 6 mm around the bar. In bands of reinforced brickwork, the area of steel provided should be equal to that specified above for reinforced concrete bands. 1. 2. 3. FIG. 6 Lintel band Roof/Floor band Vertical bar 4. 5. Door Window 3 For full integrity of walls at corners and junctions of walls and effective horizontal bending resistance of bands, continuity of reinforcement is essential. The details as shown in Fig. 8 are recommended.
OVERALL ARRANGEMENTOF REINFORCING Low STRENGTH MASONRY BUILDINGS
,8.5.4 Gable band is a band provided at the top of-gable masonry below the purlins. The details of the band are given in 8.5.5. This band shall be made continuous with the roof band at the eave level. 8.5.5
8.5.5.1 Details of Band Reinforced band
The band should be made of reinforced concrete of grade nQt leaner than Ml5 or reinforced brickwork in cement mortar not leaner than 1 : 3. The
As an alternative to reinforced band, the lintel band could be provided using wood beams in one or two parallel pieces with cross elements as shown in Fig. 9. 8.5.6 Plinth band is a band provided at plinth level of walls on top of the foundation wall, This is to be provided where strip footings of masonry ( other than reinforced concrete! or reinforced masonry ) are used and the soil is either soft or uneven in its properties as frequently happens in hill tracts. Where used, its section may be kept same as in 8.5.5-l. This band serves as damp proof course as well.
1. 2. 3. 4. 5. 6. 7. Lintel Eaves Gable Door Window Vertical Rafter FIG. steel bar band level band ( Roof ) band 8. 9. 10. Holding down bolt wall with roof hand with wall with roof band Brick/stone
Door lintel integrated
a) Perspective view b) Details of truss conn&tion
HAVING PITCHED ROOF 7
60 30 +Jtm-ttJ
30 6u
1. 2. Longitudinal Lateral ties thickness All dimensions Wall bars a) Section b) Section d) Sectional in millimetres. of band br, b, c) Structural
of band with four bars plan at corner junction plan at T-junction of walls
Fro. 8 REINFORCEMENT AND BENDING DETAIL IN REINFORCED CONCRETIPBAND
(b) Plan of band in millimetres.
FIG. 9 8.5.7
WOODEN BAND FOR LOW-STREONTH MASONRY BUILDINGS floor level bands in all storevs. Bars in differentstoreys may be welded or suitably lapped. NOTES
Vertical Rhforcement
Vertical steel at corners and junctions of walls which are up to 350 mm thick should be provided as specified in Table 4. For walls thicker than 350 mm, the area of the bars should be proportionately increased. The vertical reinforcement should be properly embedded in the plinth masonry of foundations and roof slab or roof band so as to develop its tensile strength in bond. It should pass through the lintel bands and floor slabs or
1 Typical details of providing vertical steel in brickwork at corners and T-junctions are shown in Fig. 10.
bar in stone masonry, use of a casing pipe is recommended around which masonry be builtto height of 600 mm ( suuFig. 11 ). The pipe is kept loose by rotating it during masonry conatruction. It is then raised and the cavity below is filled with Ml5 (or 1 : 2 : 4 ) grade of concrete mix and rodded to compact it.
2 For providing vertical
,_/-_II.,-
4z-. N!-
E66I ? 8tSEt Si
1. Stone Fro.
4, Through
stone or bonding
11 TYPICAL CONSTRUCTION DETAIL FOR INSTALLINQ VERTICAL STEEL BAR IN RANDOM RUBBLE
STONE MASONRY Table 4 Vertical
in Low Strength Masonry Walls
( Clause8.5.7 ) _w,_.y__No. of Storeye Storey
Diameter of HSD Single Bar; in mxnt at Each
c--_--------____ Category A Critical B Category Nil Nil Nil 10 IO 12 Section for h_-_,-----Category C ______~ Category 10 10 12 10 12 12 D
Top Bottom Top Middle Bottom
Nil 10 10 10 10 12
NOTES 1 The diameters mild-steel plain given above are bars, use equivalent for HSD diameters.
) bars mortar safety 3.
415 MPa.
2 The vertical bars should be covered with concrete of Ml5 grade or with created pockets around the bars ( see Fig. 10 & 11 ). This will ensure their with masonry. 3 For category B two storey stone masonry buildings, sfe note under Table
1 : 3 ( cement-sand ) in suitably from corrosion and good bond
IS 13828 : J993
COMMITTEE Earthquake Engineering COMPOSITION Sectional Committee,
7216 Civil Lines, Roorkee
SEIRI 0. P. AQQA~WAL SHRI G. SHARAN ( Alternate ) DR K. G. BHATIA DR C. KAMESHWARA RAO ( Alternate I ) SERI A. K. SIN~H ( Alturnata II ) SBRI S. C. BHATIA Da B. K. RASTOUI (Alternate ) Dn A. R. CHANDRASEKARAN DR B~IJESH CHANDRA ( Alfcrnatc I ) DR B. V. K. LAVANIA ( Alternate II ) DR S. N. CHATTERJEE Snnr S. K. NAo (Alternate 1 SHRI K. T. CHAUBAL DR B. K. PAUL ( Alternate ) DR A. V. CEUM~~AR DR S. K. KAUSHIK ( Alternate I DIREOTOR EXBANK~~I~N~ ( N & W ) DIRECTOR CMDD ( NW & S ) ( Alternate) DIRECTOl~ STANDARDS ( B & S ), RDSO JOINT DIRECTOR STANDARDS ( B & S ) CB-I, RDSO. LUCKNOW ( Alternate 1 MISS E. D)IVATIA SARI C. R. VBNKATESBA ( Alternate ) DR S. K. JAIN DR V. K. GUPTA ( Alternate ) SH~I 1. D. G~PTA SERI J. G. PADALE ( Alternate ) SHIU V. K. KULKARNI SHHI P. C. KOTESWAR A RAO ( Alternate ) SRRI V. KUaXAR SHRI R. S. BAJAJ ( Alternate ) SBRI M. Z. KURII~N SHXI K. V. SUBRAMANIAN ( Alternate ) SHRI A. K. LAL. SHRI T. R. BRATIA ( Alternate ) SHRI S. K. MITTAL SRRI S. S. NARAXQ SHRI A. D. NARIAN SERI 0. P. A~~ARWAL ( Alternate ) SHRI P. L. NARULA SHRI A. K. SRIVASTAVA ( Alternate ) RESEARCH OFFICER DR D. SENGUPTA SHRI R. K. GBOVER ( Alternate ) DR R. D. SK .%RMA SHRI U. S. P. VERMA ( Alternate ) COL R. K. S~NQH LT COL B. D. BHATTOPXDHYAYA ( Alternate ) D R P. SRINIVASULU DR N. LAESHMANAN ( Alternate ) SUPERINTENDINO ENQINEER ( D ) EXECUTIVE ENGINEER ( D ) II ( Altcrnatt !l, DR A. N. TANDOX SHRI Y. R. T~NEJA,
Refirascnting
Indian Roads Congress, Bharat Heavy Electricals New Delhi Ltd, New Delhi
( CSIR University
Hyderabad of Roorkee,
Indian Meteorological North Eastern Council, Department, Shillong Technology, Roorkee New Delhi
Indian Society of Earthquake Central Railway Water Board, Commission Ministry
( ERDD
), New Deihi
Power Corporation Kanpur
& Power Research Energy,
Bombay Ltd, New Delhi
Power Corporation Bombay
Tata Consulting Engineers, National
Central Building Research Institute, Roorkee Central Water Commission ( CMDD ), New Delhi Ministry of Transport, Department of Surface Transport Wing ), New Drlhi Geological Survey of India, Calcutta Irrigation Engmeers Nuclear Department, Govt of Maharashtra. India Ltd, New Delhi Power Corporation, Bombay
( Roads
Engineer-in-Chiefs Structural
Branch, Army Headquarters. Research Centre ( CSIR New Delhi
); Madras
In personal capacity ( B-7150 Safdarjung Development Area, New Delhi ) Director General, BIS ( Ex-o&i0 Member )
SHRI S. S. SETHI Director ( Civ Engg ), BIS
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Staududs
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AmendmenWIssued Since Publication Amend No. Date of Issue
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NO. 1 JANUARY 1996
I 13828 : 1993 IMP::VING EARTHQUAKE RESISTANCE OF LOW STRENGTH MASONRY BUILDINGS - GUIDELINES ( Second cover page, Foreword, para 2, line 10 ) - Add and 1993 after
in 1976. ( Page 1, clause 1.1.l ) -Substitute the following for the existing clause:
1.1.1 The provisions of this standard are applicable in all seismic zones. No special provisions are considered necessary for buildings in seismic zones I and II if cement-sand mortar not leaner than 1 : 6 is used in masonry and through stones or bonding elements are used in stone walls.
(Page 1, clause 2 ) - Substitute 1597 (Part 1) : 1992 for 1597 (Part 1) : 1967 and 1904 : 1986for 1904 : 1984.
( Page 3, Tuble 1, coZ2 ) - Substitute lessthan OLt.5 for the existing matter against category A and bpai to or more than 0.12 for the existing matter against category E.
(Page 3, clause 8.1.6, last line )-Substitute 1.5for
( P6zge 4, ciause 8.3.1 ) (Part 1) : 1967. (Page 6, Figure 4 ) -
Substitute IS 1597 (Part 1) : 1992 for IS 1597
Substitute the following for the existing figure:
Amend No. 1 to IS 13828 : 1993 (Page 6, Table 2 ) -Add v) Widthof opening of ventilator
the following matter after (iv) :
b8, Max 1.50mm 750 mm
Page 6, Figure 5 ) - Substitute the following for the existing figure:
tv= Window t = Wall thickness t: = Lintel thickness FIG. 5
Q = Tbickoessof cxmcrete ia jamb v = Verticalbar d = Diameterof reinforcingbars
STRJNGTHENINGM&GQNRYAROUND OPENING
( Page 6, Table 3 ) - Against building category A, delete 1 and 2 and 6, f in the first line and substitute in co1 2 1, 2 and 3 for 3 in tbe second line as given below:
1,2aod3
(3) b, c, f, g
( Page 11 ) Insert tbe composition of the Eatiquake Subcommittee, CED 39:l as follows:.
Earthquake Resistant Construction Subcommittee, CED 39 : 1 co-r
DRA. S.ARYA
Represeating In personalcapacity( 72/6 Civil&es, Rode)
Amend No. 1 to IS 13828 : 1993
Memhrs SW Representing Engineer-in-Chiefs Branch, New Delhi Housing and Urban Development Corporation, North Eastern Council, Shillong Indian IRFltute of Technology, Kattpur New Delhi
N.# BHAITACXARYA
SW B. K. CHA~OLABORIY SHRI D. P. SINM (rQlti&) Sm D. N. GWXAL D~Smmu K JAW DR k S. R SAG(Alfanoie) SHRIM. P. LUSIPJGH JOINT I)iRKXOR STAMARDS (B&s) m-1 Assn DIRECIW ( B 8r S ) CB-1 (A&mate )
Central Buildings Research Institute, Roorkee Railway Board, Ministry of Railways
Public Works Department, Govt of Himachal Pradesh, Shimla *Hindustan Prefab Limited, New Delhi National l3uildings Qrgaaeization, New Delhi University of Roo~kee, Department of Earthquake Engineering, Roorkee DR(MRS,P R.
Bos~(Al~nnate)
SfcHJG.M. SHocEmfli DR P. SRtNTvAsULtJ Da N. ~4KSNMA_VAN
Mxl SUSRATA ( tikemclte )
Public Waaks Ilcprlmmt, Structural Engineering
Research Centre f CSIR ), Madras of Assam, of Gujmt Guwabati
tc%AmAVAraW
Public Works Department, Govermnent Public Works Department, Government
:IPEM+~~FX~
EMXMZE~A ( DESCY)
SLVE~DLWS~R~OR~F WORKS (NDZ) slJPF.~~DlNG EMZNRFX(D) ( Alfmtair )
Centera! FuMic Works Department, New Delhi
IS 13828:1993 IMPi%ING EARTHQUAKE RESISTANCE OF LOW STRENGTH MASONRY BUILDINGS GUIDELINES
[ Pa<qe 1, clause 1.1.1 ( see also Amendment II for zones I and 11
No. 1 ) ] Substitute zone
( Page 1, clause 3.6) Substitute the following for the existing: 3.6 Seismic Zone and Seismic Coefficient The seismic zones 11 to V as classified and the corresponding specified in 6.4.2 (Table 2) of IS 1893 (Part 1). zone factors as
( Page 1, clause 3.7) Substitute the following for the existing:
3.7 Zone Factor (Z)
It is a factor to obtain the design spectrum depending on the perceived maximum seismic risk characterized by maximum considered earthquake (MCE) in the zone in which the structure is beak-d.
( CED 39 )
ReprographyUnit, BIS, New Delhi, India
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