provisions in Parts 2 to 5 shall be read necessarily in conjunction with (lie NOTE: Pending finalizations of Part 2 to5 of IS , provisions of Part I will be. IS PART 5 EPUB - PDF DESIGN. IS – (part-1) IS: – Criteria For Earthquake Design – THE KOYNA EARTHQUAKE –. M 5. DRAFT. Code & Commentary IS (Part 1). IITK-GSDMA-EQV Page 2 provisions in Parts 2 to 5 shall be read necessarily in conjunction with the.
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stated otherwise, the provisions in Part 2 to 5 shall be read in conjunction with the general provisions in Part 1. IS (Part 2) contains provisions on liquid. is Part - Abhash Acharya ; 1) IBC , International Building Code , International Code Council, USA, 4) NZS Unless stated otherwise, the provisions in Part 2 to Part 5 shall be read necessarily in conjunction with Part 1. This standard contains provisions on earthquake.
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This floor motion time history is obtained by an analysis of multi-storey 3. The originating earthquake source of the elastic waves 3.
The damping beyond which the free vibration motion will not be oscillatory. Scale of seismic intensities damping ratio for earthquake excitations at the base see AnnexD. In this condition the soil tends to behave Ah like a fluid mass. It is a horizontal acceleration coefficient that shall be 3. The nature of the geological formation of the earths 3. It is to undergo large inelastic deformations without defined as logarithm to the base 10 of the maximum significant loss of strength or stiffness.
The maximum response is plotted against the this standard. The modal mass for a given It is the seismic weight divided by acceleration due mode has a unique value irrespective of scaling of to gravity. Since the amplitudes of It is a factor denoting the acceleration response 95 percent mode shapes can be scaled arbitrarily, the spectrum of the structure subjected to earthquake value of this factor depends on the scaling used for ground vibrations, and depends on natural period mode shapes.
It is a factor to obtain the design spectrum depending 3. The basic zone of vibration in mode k. A system is said to be vibrating in a normal mode when 3. Earthquake DBE shaking, shall be reduced to obtain 4.
It is the level at which inertia forces generated in the 3.
This point corresponds to the centre of resisting forces primarily by flexure. The point through which the resultant of the restoring forces of a system acts. SP6 6. This excludes the basement storeys, 4. But, It is a horizontal, or nearly horizontal system, which it includes the basement storeys, when they are not transmits lateral forces to the vertical resisting elements, so connected.
Principal axes of a building are generally two mutually 4. It is the difference in levels, in metres, between its 4. It is the distance between centre of mass and centre 4. It is a horizontal truss system that serves the same 4. It is the space between two adjacent floors. Pk Modal participation factor of mode k 4.
The random structures and members for which load combinations earthquake ground motions, which cause the structure that do not contain the earthquake effect indicate larger to vibrate, can be resolved in any three mutually demands than combinations including earthquake.
The predominant direction 6. The soil-structure interaction refers to the effects of Earthquake-generated vertical inertia forces are to be the supporting foundation medium on the motion of considered in design unless checked and proven by structure. The soil-structure interaction may not be specimen calculations to be not significant.
Vertical considered in the seismic analysis for structures acceleration should be considered in structures with supported on rock or rock-like material.
For structures cases of prestressed horizontal members and of which have lateral force resisting elements in the two cantilevered members. Hence, special attention should orthogonal directions only, the design lateral force be paid to the effect of vertical component of the ground shall be considered along one direction at a time, and motion on prestressed or cantilevered beams, girders not in both directions simultaneously.
Structures, and slabs. However, ductility, arising from inelastic material a An addition that is structurally independent behaviourand detailing, and overstrength, arising from from an existing structures shall be designed the additional reserve strength in structures over and and constructed in accordance with the above the design strength, are relied upon to account seismic requirements for new structures. In the plastic design of steel structures, the following 1 The addition shall comply with the requirements for new structures, load combinations shall be accounted for: Therefore, resonance of 6.
All liquefaction or excessive total and differential possible combinations of the three components ELx, settlements. Such sites should preferably be avoided ELy and ELz including variations in sign plus or while locating new settlements or important projects. NOTE — Specialist literature may be referred for 6. NOTE — The combination procedure of 6. Zone factor given in Table 2, is for the Maximum Considered Earthquake MCE When earthquake forces are considered along with and service life of structure in a zone.
The other normal design forces, the permissible stresses factor 2 in the denominator of Z is used so in material, in the elastic method of design, maybe as to reduce the Maximum Considered increased by one-third. However, the ratio structure and the type of soil.
The values of R for buildings are given In soil deposits consisting of submerged loose sands in Table 7. These curves value shall be linearly interpolated between Ah and represent free tleld ground motion.
NOTE — For various types of structures, the 6. The method in 6. Clause 6. For soft soil sites 6. For structures and 1 1. Where the cotilguration, and adequate lateral strength, stiffness probable loads at the time of earthquake are more and ductility. A building In such cases, where the imposed load is not assessed shall be considered as irregular for the purposes of as per 7.
Lateral in Tables 4 and 5 is applicable, design force for earthquakes shall not be calculated on contribution of impact effects from imposed loads. The response reduction factor, R, for different building 7. While computing the seismic weight 7. L 1 proportion to its distance from the floors. Irregularity Type and Description Clause 7. Irregularity Type and Description ii Mass Irregulari 1 2 Mass irregularity shall be considered to exist where i Torsion Irregularity the seismic weight of any storey is more than To be considered when floor diaphragms are rigid percent of that of its adjacent storeys.
The irregularity in their own plan in relation to the vertical structural need not be considered in case of roofs elements that resist the lateral forces. Torsional iii Vertical Geometric Irregularity irregularity to be considered to exist when the maximum storey drift, computed with design Vertical geometric irregularity shall be considered eccentricity, at one end of the structures transverse to exist where the horizontal dimension of the lateral to an axis is more than 1.
Strue tur e Importance v Non-parallel Systems Factor The vertical elements resisting the lateral force 1 2 3 are not parallel to or symmetric about the major orthogonal axes or the lateral force resisting elements i Important service and community buildings, such as hospitals; schools; monumental structures; emergency Table 5 Definition of Irregular Buildings — 1.
Irregularity Type and Description power stations 1 2 ii AU other buildings 1. For example, buildings 3 This does not apply to temporary structures like on STILTS will fall under this category, excavations, scaffolding etc of short duration. This design lateral force Floor LeveLr shall then be distributed to the various floor levels.
Seismic weight of the building as per 7. This excludes NOTES the basement storeys, where basement walls 1 A floor diaphragm shaJl be considered to be flexible, are connected with the ground floor deck if it deforms such that the maximum lateral displacement or fitted between the building columns. Modelling as per 7. The effect of higher modes b irregular buildings as defined in 7.
Buildings with plan forces. The peak response quantities for example, member NOTE — For irregular buildings, lesser than 40 m in forces, displacements, storey forces, storey shears height in Zones 11and III, dynamic anrdysis, even though and base reactions shall be combined as per Complete not mandatory, is recommended.
Quadratic Combination CQC method. However, in either method, the design base shear VB shall be compared with abase shmr J? B calculated using a fundamental period T,, where T, is as per 7. Mode,v The design lateral Con,videred — forces, F,,,,,f and F,, at roof and at floor i: In such a case;.! The design forces calculated as in 7,8. However, negative torsional shear shall be neglected. NOTE — The factor 1. When a the columns and beams of the soft storey are floor levels of two similar adjacent units or buildings to be designed for 2.
All ties shall be capable of carrying, in tension and in compression, 7. In the analysis of the building, the weight which has been designed to accommodate storey drift. All connections between different parts, structures. For the design of the main structure,such such as beams to columns and columns to their increase need not be considered.
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Though not finally approved the scale is more 1. Not noticeable — The intensity of the comprehensive and describes the intensity of vibration is below the limits of sensibility: The main definitions used the tremor is detected and recorded by are followings; seismograph only.
Weak, partially observed only — The Tvpe B — Ordinary brick buildings, earthquake is felt indoors by a few people, buildings of large block and outdoors only in favorable circumstances.
Attentive observers notice hewn stone, a slight swinging of hanging objects. Tvpe C — Reinforced buildings, well built somewhat more heavily on upper floors. Largelv ob. Here and there people awake, but no one is Single, few About 5 percent frightened. The vibration is like that due to Many About 50 percent the passing of a heavily loaded truck.
Windows, doors, and dishes rattle. Floors Most About 75 percent and walls crack. Furniture begins to shake. Liquid in open vessels are slightly disturbed. In Grade 1 Slight damage Fine cracks in plaster: Awakening Grade 2 Moderate damage Small cracks in plaster: Many people awake.
Animals become off cracks in chimneys uneasy. Building tremble throughout. Unstable objects overturn or shift. Liquids spill in small Grade 4 Destruction Gaps in walls: The sensation of vibration is like that separate parts of the due to heavy objects falling inside the buildings lose their buildipgs.
Grade 5 Total damage Total collapse of the buildings.
Frightening roads on steep slopes; cracks in ground upto widths of several centimetres. Water i Felt by most indoors and outdoors.
Many in lakes become turbid. New reservoirs people in buildings are frightened and come into existence. Dry wells refill and run outdoors. A few persons loose their existing wells become dry. In many cases, balance. Domestic animals run out of change in flow and level of water is their stalls. In few instances, dishes and observed. Heavy furniture may possibly move and 9. General damage of buildings small steeple bells may ring.