IS 1893 PDF
serve this purpose that IS 'Recommendations for earthquake resistant design of clauses of IS for structures other than buildings. It is response spectrum of Time History of shaking generated at floor of structure When structure is (GERERAL PROVISIONS AND BUILDINGS) -IS Proposed Draft Provisions and. Commentary on Indian Seismic Code. IS ( Part 1). By. Dr. Sudhir K Jain. Dr. C V R Murty. Department of Civil Engineering.
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IITK-GSDMA Project on Building Codes. Explanatory Examples on Indian Seismic. Code IS (Part I) by. Dr. Sudhir K Jain. Department of Civil Engineering. IS: – Criteria For Earthquake Design of. Structures. IS: – Code Of Practice For Earthquake. Resistant Design And Construction. IITK-GSDMA-EQV Final Report:: A - Earthquake Codes IITK-GSDMA Project on Building Codes Explanatory Examples on Indian Seismic Code IS
The storey for horizontal shaking along X-direction lateral stiffness is the total stiffness of all seismic force ELY Response quantity due to earthquake load resisting elements resisting lateral earthquake shaking for horizontal shaking along Y-direction effects in the considered direction. ELZ Response quantity due to earthquake load 4. The storey lateral strength is the total strength modes considered of all seismic force resisting elements sharing the lateral storey shear in the considered direction.
The predominant direction of for rock or soil sites as given by Fig. Hence, special attention shall be paid to T1 Fundamental natural period of oscillation in effects of vertical ground motion on prestressed or second cantilevered beams, girders and slabs.
VB Design seismic base shear 6. This Vi Peak storey shear force in storey i due to all standard specifies design forces for structures founded modes considered on rocks or soils, which do not settle, liquefy or slide due to loss of strength during earthquake ground Vik Shear force in storey i in mode k vibrations. Vroof Peak storey shear force in the top storey due to all modes considered 6.
Ductility arising from inelastic Wi Seismic weight of floor i material behaviour with appropriate design and Z Seismic zone factor detailing, and overstrength resulting from the additional ik Mode shape coefficient at floor i in mode k reserve strength in structures over and above the design strength are relied upon for the deficit in actual Peak response for example, member forces, and design lateral loads.
In other words, earthquake displacements, storey forces, storey shears resistant design as per this standard relies on inelastic or base reactions due to all modes considered behaviour of structures. But, the maximum ductility that k Absolute value of maximum response in can be realized in structures is limited.
Therefore, mode k structures shall be designed for at least the minimum c Absolute value of maximum response in design lateral force specified in this standard. Some provisions for ji Coefficient used in complete quadratic appropriate ductile detailing of RC members are given combination CQC method while combining in IS Some 6 IS Part 1 : provisions for appropriate ductile detailing of steel irregular, consisting of several frequencies and members are given in IS Therefore, usually, resonance of the 6.
Soil-structure interaction may need time to build up such amplitudes. But, not be considered in the seismic analysis of structures there are exceptions where resonance-like supported on rock or rock-like material at shallow depth.
For details, reference may be made to IS Part 4.
In addition, those specified in this standard requirements for new structures, unless the shall be applicable, which include earthquake effects. Thus, structure should be designed for the following sets of combinations of earthquake 6.
Thus, EL in the load combinations given in 0. This implies that the sets of load combinations 0.
Hence, the sets of load combinations to be involving earthquake effects to be considered shall be considered shall be as given below: as given below: 1 1. Thus, the structure should be Table 1, depending on type of foundation and type of designed for the following sets of combinations of soil.
For determining the type of soil for this purpose, earthquake load effects: soils shall be classified in four types as given in Table 2. In soft soils, no increase shall be applied in bearing a ELX 0.
Such sites should be a For use in equivalent static method avoided preferably for locating new structures, and [see Fig. Categorization of some individual structure and components of typical industries are given in 7. All The mathematical model of the physical structure shall Category 1 industrial structures shall be analyzed using include all elements of the lateral force-resisting site-speciflc spectra.
However, if site-specific studies system. The model shall also include the stiffness arc not carried out, the code specified spectra may be and strength of clements. If time-history distribution of forces.
The model shall properly analysis is to be carried out, spectra-compliant time- represent the spatial distribution of the mass and history shall be determined based on the site-specific stiffness oCthe structures, as well as mass of equipment, spectra. Value of Ci can be obtained from Fig.
NOTE - In some circular tanks; wall may have flexible connection with the base slab.
Different types of wall to base slab connections are described in Fig. For tanks with flexible connections with base slab, time period evaluation may properly account for the flexibility of wall to base connection.
NOTE -The flexibility of bracing beam shall be considered in calculating the lateral stiffness, Ks of elevated moment resisting frame type tank staging. Value of Cc can be obtained from Fig.
Generally, soil flexibility does not affect the convective mode time period. However, soil flexibility may affect impulsive mode time period. Damping in the impulsive mode shall be taken as 2 percent of the critical for steel tanks and 5 percent of the critical for concrete or masonry tanks. Tanks of post earthquake importance All other tanks with no risk to life and with negligible consequences 1.
These R values shall not be misunderstood for those given in other parts of IS for building and industrial frames.
Different components of staging may have different critical directions. Coefficient of impulsive hydrodynamic pressure on wall, Qiw y can also be obtained from Fig. CED 39 x sinh 0. CED 39 y cosh 3. However, for convenience in stress analysis of the tank wall, the hydrodynamic pressure on the tank wall may be approximated by an outward pressure distribution of intensity equal to that of the maximum hydrodynamic pressure Fig.
However, in the absence of more exact analysis, an equivalent linear pressure distribution may be assumed so as to give the same base shear and bending moment at the bottom of tank wall Figs.
In absence of more refined analysis, time period of vertical mode of vibration for all types of tank may be taken as 0.
The piping system shall be designed so as not to impart significant mechanical loading on tank. Local loads at pipe connections can be considered in the design of the tank. Mechanical devices, which add flexibility to piping such as bellows, expansion joints and other special couplings, may be used in the connections. Similarly, safety of shaft type of staging of elevated tanks against buckling shall be ensured.
Earth pressure shall also be considered in the design of walls. In buried tanks, dynamic earth pressure shall not be relied upon to reduce dynamic effects due to liquid.
Wall-to-base slab, wall-to-roof slab and wall-to-wall joints shall be suitably designed to transfer shear forces. Similarly in elevated tanks, connection between container and staging should be suitably designed to transfer the shear force.Also, this standard Part 1 deals with earthquake-resistant design of buildings; earthquake-resistant design of the other structures is dealt with in Parts 2 to 5.
At vertical edges of door opening stiffeners may be required. In addition, those specified in this standard requirements for new structures, unless the shall be applicable, which include earthquake effects. Modal combination rule in dynamic analysis of buildings has been revised. Soil-structure interaction may need time to build up such amplitudes. This Vi Peak storey shear force in storey i due to all standard specifies design forces for structures founded modes considered on rocks or soils, which do not settle, liquefy or slide due to loss of strength during earthquake ground Vik Shear force in storey i in mode k vibrations.
These R values shall not be misunderstood for those given in other parts of IS for building and industrial frames. S depending ol11hc irnportallce hased economy. This is required to account for secondary moments and eccentricities.
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