2. 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

3. INTRODUCTION 1.Understanding the provisions of the UBC 1997 and IBC 2003 codes for the seismic analysis. 2.To develop a methodology to perform such code compliant analyses. AIM OF THE PROJECT AIM OF THE PROJECT

4. 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.

5. RESPONSE SPECTRUM ANALYSIS 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. Introduction

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

7. INPUT ON THE MAIN WINDOW

8. INPUT FOR IBC 2004

9. INPUT FOR UBC 1997

10. INPUT FOR UBC 1994

11. PLAN23D SOFTWARE PACKAGE Main Window

12. IMPORT TO SAP2000

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

14. EXCEL PROGRAM

15. 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. COMPARISON OF UBC 97 AND IBC 2003 Introduction

16. SELECTED POINTS ON IBC 2003 MAP

17. SELECTED POINTS ON UBC 1997 MAP

18. COMPARISON OF GENE RATED RESPONSE SPECTRUM Response spectra for point 1( S s = 40, S 1 = 9.5, zone 2A) (class A)

19. COMPANIONS OF MAXIMUM MOMENT Soil Type Moment (Kg.Force) IBCUBC A 5070.538116.55 B 5621.139436.48 C 7579.1913831.8 D 9524.5616909.26 E 12586.0424805.57 Maximum moment comparison for point 1

20. SENSITIVITY OF IBC 2003 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). Introduction

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

22. EFFECT OF SHORT PERIOD SS Effect of Ss on response spectra (class A, S 1 =0.8)

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

24. SENSITIVITY FOR IBC SITE CLASS ON MAXIMUM MOMENT Mapped spectral acceleration Site Class Max. Moment (D.L) Max. Moment (L.L) Max. Moment (SPEC. ) Total Max. Moments SsSs S1S1 21 A 2393.65446.58 23418.62 26258.85 B29344.06 32184.29 C38100.66 40940.89 D43924.96 46765.19 E68984.99 71825.22

25. SENSITIVITY FOR SHORT PERIOD SS ON MAXIMUM MOMENT Mapped spectral acceleration Maximum moment (KG.FORCE) Site Class A Site Class B Site Class C Site Class D Site Class E SsSs S1S1 2.5 0.8 21638.1226265.9233280.6837995.6858843.51 221623.4826248.8533291.8737995.6758384.74 1.921622.7926248.2633291.0737984.9658283.97 1.721621.5226246.433268.4537983.0857982.1 1.521631.826257.9733267.0737951.3858113.93 121597.4626216.4832918.1237532.6157707.58 0.921506.852610232845.7437532.65730.42

26. SENSITIVITY FOR LONG PERIOD S1 ON MAXIMUM MOMENT Mapped spectral acceleration Maximum moment Site Class A Site Class B Site Class C Site Class D Site Class E SsSs S1S1 1.5 1.128642.4335022.4844348.7950512.8278328.52 1.026238.6632158.6640764.8746341.3871536.04 0.923927.9329199.7537101.3942564.2864722.2 0.821631.7926257.9833267.0537951.3957982.11 0.719215.2723379.5229523.9434029.2451211.89 0.616912.5120420.2425703.9429199.7644498.65 0.514600.2117468.3121852.9424812.0237780.01

27. CONCLUSIONS 1.A methodology has been presented and well tested on real building structures. This methodology involves use of PLAN23D with SAP2000.

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

29. 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.

30. PLAN23D limitations I t can only allow rectangular rooms. Solution Most building have rectangular rooms. Modification in sap is possible.

31. A comparison of IBC 2003 with UBC 1997 revealed the following: 1.The response spectra based on IBC2003 represent a less severe earthquake load as compared to UBC 1997 for all cases. 2.In IBC 2003 the maximum moments in the structure will be less than the ones obtained by using the provisions of UBC 1997.

32. 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.

33. THANK YOU!!