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C ODE COMPLIANT SEISMIC ANALYSIS OF MULTI-STORY BUILDINGS

C ODE COMPLIANT SEISMIC ANALYSIS OF MULTI-STORY BUILDINGS. By Raed M. Hawladar (41907123) Muhammad F. Alwaqdan (41907044) Khalid M. Alghamdi (41904355) Ahmed B. Alsufyani (41903433) Hamzah S. Alluqmani (42000280) Ahmed S. Alghamdi (42001580)

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C ODE COMPLIANT SEISMIC ANALYSIS OF MULTI-STORY BUILDINGS

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  1. C ODE COMPLIANT SEISMIC ANALYSIS OF MULTI-STORY BUILDINGS By Raed M. Hawladar (41907123) Muhammad F. Alwaqdan (41907044) Khalid M. Alghamdi (41904355) Ahmed B. Alsufyani (41903433) Hamzah S. Alluqmani (42000280) Ahmed S. Alghamdi (42001580) Supervised by Prof. Dr. M. Hasan Imam

  2. INTRODUCTION • AIM OF THE PROJECT • Understanding the provisions of the UBC 1997 and IBC 2003 codes for the seismic analysis. • To develop a methodology to perform such code compliant analyses.

  3. 3. A comparison of the two codes namely UBC 1997 and IBC 2003 was one of the objectives. 4. The sensitivity of the IBC 2003 code was required.

  4. RESPONSE SPECTRUM ANALYSIS Introduction Response spectrum analysis is restricted to linearly elastic analysis. It produces joint displacements and member forces. Disadvantages First The method produces a large amount of output information. Second The analysis must be repeated for several different earthquake motions in order to assure that all frequencies are excited.

  5. RESPECTRUM SOFTWARE PACKAGE Introduction It produces the design response spectrum for several building codes. It is educational software. It has been integrated with PLAN23D

  6. INPUT ON THE MAIN WINDOW

  7. INPUT FOR IBC 2004

  8. INPUT FOR UBC 1997

  9. INPUT FOR UBC 1994

  10. PLAN23D SOFTWARE PACKAGE Main Window

  11. IMPORT TO SAP2000

  12. MOMENT CAPACITY Introduction An EXCEL program is to be described. This program calculates the moment capacity of beams and columns of rectangular sections with tension reinforcement.

  13. EXCEL PROGRAM

  14. COMPARISON OF UBC 97 AND IBC 2003 Introduction • Comparison between IBC 2003 with UBC 1997. • This comparison requires: • Generation of lot of data • Took lot of time • But it is important because • it gives a good idea about whether IBC 2003 is • safer or not.

  15. SELECTED POINTS ON IBC 2003 MAP Ss S1

  16. SELECTED POINTS ON UBC 1997 MAP ZONE-UBC97

  17. COMPARISON OF GENE RATED RESPONSE SPECTRUM Response spectra for point 1( Ss = 40, S1= 9.5, zone 2A) (class A)

  18. COMPANIONS OF MAXIMUM MOMENT Maximum moment comparison for point 1

  19. SENSITIVITY OF IBC 2003 Introduction • IBC 2003 parameters • The site class, • Mapped spectral acceleration for both Short period and long period. • It is important to know the sensitivity of these parameters. • First, the effect of these parameters on the generated response spectra is done. • Then, a simple structure is used to determine the sensitivity of these parameters to the structural response (i.e. the maximum bending moment).

  20. EFFECT OF SITE CLASS Effect of IBC site class on response spectra (Ss=2.5, S1=0.8)

  21. EFFECT OF SHORT PERIOD SS Effect of Ss on response spectra (class A, S1=0.8)

  22. EFFECT OF LONG PERIOD S1 Effect of S1 on response spectra (class A, SS=1.5)

  23. SENSITIVITY FOR IBC SITE CLASS ON MAXIMUM MOMENT

  24. SENSITIVITY FOR SHORT PERIOD SS ON MAXIMUM MOMENT

  25. SENSITIVITY FOR LONG PERIOD S1ON MAXIMUM MOMENT

  26. CONCLUSIONS • A methodology has been presented and well tested on real building structures. • This methodology involves use of PLAN23D with SAP2000.

  27. An EXCEL was developed and used in the project..

  28. PLAN23D is easy to learn easy to use takes little time in modeling structures and generating the input data file for SAP2000. The modeling time is drastically reduced with the help of PLAN23D.

  29. PLAN23D limitations It can only allow rectangular rooms. Solution Most building have rectangular rooms. Modification in sap is possible.

  30. A comparison of IBC 2003 with UBC 1997 revealed the following: • The response spectra based on IBC2003 represent a less severe earthquake load as compared to UBC 1997 for all cases. • In IBC 2003 the maximum moments in the structure will be less than the ones obtained by using the provisions of UBC 1997.

  31. Sensitivity • site class E will yield the most severe earthquake loading and site class A will be the least severe. • as Ss is increased, the peak acceleration on the design response spectrum increases. • The effect of S1 on the design response spectra was minimal. • It was also found that the maximum moment in the real buildings will be larger than the moment capacity.

  32. THANK YOU!!

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