Comparative Analysis of Equivalent Static Method & Dynamic Analysis Method For Seismic Load Calculation

16 Jul 2019
1 sur 49

Comparative Analysis of Equivalent Static Method & Dynamic Analysis Method For Seismic Load Calculation

• 1. PRESENTED BY BASIT ALI 1609100907 CHANDAN KUSHWAHA 1609100908 SHASHIKANT SINGH 1609100919 MOHD. AMAAN QUASIM 1609100914 MENTOR Asstt. Prof. ASHUTOSH YADAV
• 2. Basic Definitions Calculations Static  Manual Manual Staad Pro. V8i Staad Pro. V8i
• 3. Dynamic  Manual Staad Pro. V8i Result output Conclusion References Contd...
• 4. The release of the energy results in vibratory waves propagating through the surface in all directions. Earthquake Earthquake is a series of vibrations induced in the earth’s crust by the abrupt rupture and rebound of rocks in which elastic strain has been slowly accumulating.
• 5. Response Spectrum Analysis Time History Method Earthquake Analysis Techniques
• 6.  For the calculation we have considered four storey RCC building which is located in seismic zone IV.  The type of soil encountered is hard and it is proposed to design the building with a SMRF.  The intensity of the floors are to cater an LL of 3.5 kN/m2
• 7.  Size of Column-(250X450)mm.  Size of Beam- Longitudinal-(250X400)mm. Transverse-(250X350)mm.  Depth of Slab- 100mm  Damping-5%  No infill Pannels
• 8. Front View Plan
• 9.  Zone factor (Z)  Importance Factor (I)  Average Response Acceleration Coefficient (Sa/g)  Response Reduction Factor (R)
• 10. • It is the indicator of the maximum seismic risk characterized by Maximum Considered Earthquake (MCE ) in the zone in which the structure is located. • According to IS 1893(Part 1)-2002, Seismic Zones are classified into II, III, IV & V respectively.
• 11. • It depends on the occupancy category of the building. • It is obtained from table 6, Clause 6.4.2, IS 1893-2002.  Site Class • Site Class is determined based on the average properties of the soil within a certain depth (30 m) from the ground surface.
• 12. • It depends on the type of rock or soil sites and also the natural period and damping of the structure. • It is obtained from, Clause 6.4.5, IS 1893-2002.
• 13. • It is determined by the type of lateral load resisting system used. • It is a measure of the system’s ability to accommodate earthquake loads and absorb energy without collapse. • It is obtained from table 7, IS 1893-2002.
• 14. with infil panels, Ta=0.09h/√d where, h - height of the building d- Base dimension of the building at the plinth level • The approximate fundamental natural period of vibration ( Ta ), of a SMRF building from Clause 7.6, without brick infil panels, Ta= 0.075 h0.75 for RC frame building = 0.085 h0.75 for steel frame building
• 15. where, Qi - Design lateral force at floor i Wi - Seismic weight of floor i hi - Height of floor i measured from base, and n - Number of storey's in the building is the number of levels at which the masses are located.
• 16. Mass of Column (0.25X10X0.4+0.25X15X0.35)X25 Mass of Beams in Long. & Trans. (0.25x0.45x3.5/2x3x25) Mass of Slab (0.1X5X10)X25 Mass of Infill (0.25x10x0.35/2)x20+(0.15X15X3 0.5/2)X20 Imposed Load (5x10x3.5x0.5x25) Total Weight 632.43kN =64.45 Ton
• 17. Mass of Column (0.25X10X0.4+0.25X15X0.35)X25 Mass of Beams in Long. & Trans. (0.25x.45x3.5/2x3x25) Mass of Slab (0.1X5X10)X25 Mass of Infill (0.25x10x0.35/2)x20+(0.15X15X3.5 /2)X20 Imposed Load 0 Total Weight 363.82kN =37.087 Ton For Roof
• 18. STRUCTURE PROPERTIES
• 19. PERSPECTIVE VIEW OF STRUCTURE 3d VIEW OF STRUCTURE
• 21.  It assumes that the building responds in its fundamental mode.  The building must be low-rise and must not twist significantly when the ground moves.  Generally determines the shear acting due to an earthquake as equivalent static base shear. STATIC ANALYSIS
• 22.  According to data we have got Zone factor=0.24  Floor area =50 m2  Importance Factor=1  Response Reduction Factor=5
• 23.  Now, fundamental natural period (Ta) T= 0.075 h0.75 =0.075X140.75=0.5423 For hard soil Type Sa/g=1.842 Contd...
• 24.  Design Horizontal Seismic Coeff. Ah=ZISa/2Rg Ah=(0.24X1X1.842/2X5)=0.0443 Base shear Vb, Vb=Ah.w =0.0443X2255=99.933
• 25. STOREY LEVEL W1 Hi wihi^2 wihi^2/Σwihi^2 LATERAL FORCES 4 363.82 14 71308.72 0.3967 39.64 3 632.43 10.5 69725.4 0.3878 38.733 2 632.43 7 30989.07 0.1724 17.224 1 632.43 3.5 7747.27 0.0431 4.306 SUM 179770.46 99.933
• 27. SEISMIC PARAMETERS
• 28. RESULT OUTPUT
• 29. BASE SHEAR
• 30. HEIGHT, m Total Shear, kN (Manual) Storey Shear, kN (Manual) Total Shear, kN (STAAD) Storey Shear, kN (STAAD) %INCREMEN T 3.5 99.933 4.306 87.876 3.086 12.06 7 95.625 17.224 84.790 12.3 11.33 10.5 78.401 38.755 72.490 27.68 7.53 14 39.646 39.646 44.81 44.81 13.02
• 31. 0 20 40 60 80 100 120 3.5 7 10.5 14 Total Horizontal Shear Force acting on Floors Total Shear, kN (Manual) Total Shear, kN (STAAD) 0 5 10 15 20 25 30 35 40 45 50 3.5 7 10.5 14 Horizontal Shear force acting on Floors Storey Shear, kN (Manual) Storey Shear, kN (STAAD)
• 33.  The basic mode superposition method.  Restricted to linearly elastic analysis.  Produces the complete time history response of joint displacements and member forces.  Involves the calculation of only the maximum values of the displacements and member forces. Response Spectrum Techniques
• 34. Manual response spectrum calculation
• 40. Response spectrum analysis in software
• 41. Seismic Parameter