UNIVERSITI PUTRA MALAYSIA SEISMIC ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING BASED ON INDONESIAN CODE

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1 UNIVERSITI PUTRA MALAYSIA SEISMIC ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING BASED ON INDONESIAN CODE SAMSUL BIN SYAHRUM FK

2 SEISMIC ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING BASED ON INDONESIAN CODE By SAMSUL BIN SYAHRUM GS14661 M.Eng ( STRUCTURAL ENGINEERING AND CONSTRUCTION ) UNIVERSITI PUTRA MALAYSIA Desember 2007

3 SEISMIC ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING BASED ON INDONESIAN CODE By SAMSUL BIN SYAHRUM GS14661 Thesis Submitted to faculty of Engineering, Universiti Putra Malaysia, in Fulfillment of the Requirements for the Degree of Master of Engineering Desember 2007

4 ABSTRACT Abstract of thesis presented to the Senate of Universiti Putra Malaysia in fulfillment of the requirement for the degree of Master of Science SEISMIC ANALYSIS AND DESIGN OF RESIDENTIAL BUILDING BASED ON INDONESIAN CODE By SAMSUL BIN SYAHRUM DES 2007 Chairman: Faculty: Associate Professor Dr. Jamalodin Noorzaei Engineering Located in active earthquake zone, all buildings in Indonesia should be designed to follow strict building code requirements to be able to resist designated earthquake load. The earthquake loading as a lateral loading should be taken into account in the analysis of a residential building, especially for places in high seismic zones. The analysis and design will be analyzed using SAN S software. The static equivalent lateral forces analysis based on the Indonesia seismic code procedure will be used to estimate the seismic loading. II

5 The earthquake loading produced will be applied to the actual building in Pekanbaru Riau Indonesia for 1,2,3,and 4 storey. III

6 ABSTRAK Abstrak tesis yang dikemukakan kepada Senat Universiti Putra Malaysia sebagai memenuhi keperluan untuk ijazah Master Sains ANALISIS DAN DESAIN BEBAN GEMPA TERHADAP RUMAH KEDIAMAN PENDUDUK BERDASARKAN KOD INDONESIA Oleh SAMSUL BIN SYAHRUM DES 2007 Pengerusi: Fakulti: Profesor Madya Dr. Jamalodin Noorzaei Kejuruteraan Berada di daerah gempa yang aktif, semua bangunan di Indonesia harus direncanakan mengikuti persyaratan yang ketat dari peraturan bangunan sehingga mampu menahan beban gempa yang direncanakan. Beban gempa bumi sebagai beban horizontal seharusnya diambil kira dalam analisis bangunan tempat tingal, terutamanya bagi kawasan yang berada di kawasan gempa tinggi. Analisis dan desain akan dihitung dengan menggunakan San s software IV

7 Analisis daya static equivalent berdasarkan prosedur kod gempa Indonesia akan digunakan untuk menganggarkan beban gempa. Beban gempa yang dihasilkan akan diaplikasikan kepada bangunan sebenar di Pekanbaru Riau Indonesia for 1, 2, 3, and 4 tingkat. V

8 ACKNOWLEDGEMENT In the name of Allah the Compassionate and Most Merciful, First and foremost, I would like to express my sincere gratitude and appreciate to Associate. Prof.Dr. Jamalodin Noorzaei and as my supervisor who had given much concern, constant supports and guides throughout the study on this final year project with his abundance of valuable advices, strong helps and information to complete this research project I would also like to say thanks and appreciate to Associate Prof.Ir. Dr Mohd Saleh Jafar that always support with his abundance of valuable advice, Associate Prof. Ir. Dr Mohd Razali Abdul Kadir, my parents, Hj Syahrum (alm) and Hjh Danila (alhm), very special my wife Martina, my children Cantika Putri and Muhammad Qorie, all my brothers and my sisters, and everyone who give concern and constant supports. Without all the commitment given I would not be able to complete this research project which is the condition as fulfillment of the requirement for the degree of Masters of Science at University Putra Malaysia. I

9 II I

10 DECLARATION I hereby declare that the thesis is based on my original work except for quotations and citations which have been duly acknowledged. I also declare that it has not been previously or concurrently submitted for any other degree at Universiti Putra Malaysia or other institutions. SAMSUL BIN SYAHRUM Date:

11 TABLE OF CONTENTS Page ACKNOWLEDGEMENTS ABSTRACT ABSTRAK LIST OF FIGURES LIST OF TABLES LIST OF ABBREVIATIONS/NOTATIONS/GLOSSARY OF TERMS DECLARATION I II IV VI IX X XI CHAPTER 1 INTRODUCTION 1 Background 1 Objective 3 Scope of work 3 Organization of report 4 2 LITERATURE REVIEW 5 Introduction 5 Seismic analysis procedure 5 Linear Elastic Static procedure Based on US Code SEI/ASCE Based on Japanese Code No

12 2.4 Seismic design procedure Fundamental of seismic design Concluding remark METHODOLOGY Introduction Seismology Equivalent Static Lateral Force Indonesian Earthquake Code Type of soil Aplication to multi storey shear building Analysis and design by using San s Concluding remark 31 4 ANALYSIS AND DESIGN Introduction General Procedure of SAN S for Windows Comparison bending moment from software and hand calculation One storey ( 1 Storey ) Two storey ( 2 Storey ) Three storey ( 3 Storey ) Four storey ( 4 Storey ) Comparison BM with earthquake and without earthquake load Considering four ( 4 storey ) building Actual residential building in Pekanbaru Indonesia 61

13 4.5.1 One storey ( 1 Storey ) Two storey ( 2 Storey ) Three storey ( 3 Storey ) Four storey ( 4 Storey ) Checking the steel bar using hand calculation Detailing CONCLUSION AND RECOMMENDATION Conclusion Recommendation 104 REFERENCES/BIBLIOGRAPHY 105 APPENDICES 107

14 LIST OF ABBREVIATIONS/NOTATIONS/GLOSSARY OF TERMS SNI - Standard Nasional Indonesia SAN S - Structure Analysis Software ELF - Equivalent Lateral Force US - United State ASCE - American Society of Civil Engineers ACI - American Concrete Institute e.g. - example i.e. - which is etc - etcetera, so on X

15 LIST OF FIGURES Figure 1.1: Map of seismic serrounding Malaysia. Figure 2.1: Seismic Hazard Zoning Coefficient Figure 2.2: R t Design Spectral Coefficient Figure 2.3: In buildings where a structural system resists the earthquake forces Figure 3.1: The methodology procedure. Figure 3.2: Basic Seismic Coefficient Figure 3.3: Seismic Zones For Structural Design Loadings Figure 4.1: Main menu of SANS Figure 4.2: Flowchart of SANS for windows Figure 4.3: One storey frame Figure 4.4: Beam C-D based on figure 4.3 Figure 4.5: Bending Moment diagram for 1 storey Figure 4.6: Two storey frame Figure 4.7: Beam C-D based on figure 4.6 Figure 4.8: Bending Moment diagram for 2 storey Figure 4.9: Three storey frame Figure 4.10: Beam C-D based on figure 4.9 Figure 4.11: Bending Moment diagram for 3 storey Figure 4.12: Four storey frame Figure 4.13: Figure 4.13 Beam C-D based on figure 4.12 Figure 4.14: Bending Moment diagram for 4 storey Figure 4.15: Plan four storey Figure 4.16: Four storey frame at center b Figure 4.17: Four storey frame load VI

16 Figure 4.18: Four storey frame with earthquake load Figure 4.19: One storey residential building Figure 4.20: Frame at center b Figure 4.21: Frame with earthquake load Figure 4.22: Steel bars of beam at first Figure 4.23: Steel bars at section A A and section B - B Figure 4.24: Steel bars ofcolumn at first floor Figure 4.25: Steel bars at section C - C Figure 4.26: Two storey residential building Figure 4.27: Plan view 2 storey Figure 4.28: Two storey with earthquake load Figure 4.29: Steel bars of beam at first floor Figure 4.30: Steel bars at section D D and section E - E Figure 4.31: Steel bars ofcolumn at first floor Figure 4.32: Steel bars at section F - F Figure 4.33: Plan three storey residential building Figure 4.34: Frame at center c Figure 4.35: Frame with earthquake load Figure 4.36: Steel bars at first floor and second floor Figure 4.37: Steel bars at section G G Figure 4.38: Steel bars column at first floor and second floor Figure 4.39: Detail H Figure 4.40: Four storey residential building Figure 4.41: Frame at center c Figure 4.42 : Frame with earthquake load VII

17 Figure 4.43 : Steel bars at first floor and second floor Figure 4.44 : Steel bars at section I I and detail J Figure 4.45 : Number of member at center c based on figure 4.40 Figure 4.46 : Sketch of bars for percentace of column 4.75% Figure 4.47 : Link detailing for column Figure 4.48 : Link detailing for beam VIII

18 LIST OF TABLES Table 1.1: The latest Indonesia earthquakes with the epicenter in Sumatra Table 2.1: Site Coefficients F a and F v Table 2.2: Site Classification Table 2.3: Occupancy Factor, I Table 2.4: Coefficient for upper limit on calculated period, C u Table 2.5: Values of C t and x Table 2.6: Seismic Design Category Table 2.7: T c and Soil classification Table 3.1: Importance factor for different types of building Table 3.2: Factor K for different type of structure Table 4.1: Distribution moment analysis Table 4.2: Comparison Hand calculation and software for 1 storey Table 4.3: Comparison Hand calculation and software for 2 storey Table 4.4: Comparison Hand calculation and software for 3 storey Table 4.5: Comparison Hand calculation and software for 4 storey IX

19 CHAPTER 1 INTRODUCTION 1.1 Background Due to the Indonesian located in active earthquake zone, the current analysis and design of all buildings has focused on seismic effect. But, if we inquire about the evidences on how far the buildings are free from earthquake hazard, nobody could provide a rational and scientific basis. Therefore, an attempt has been made to investigate the behaviour all buildings under high intensity earthquake effects. Earthquake response is a result of dynamic response of a building due to the shaking of the ground. The differences between loadings on high-rise buildings and low-rise buildings are mainly due to the loading accumulation over height that can cause very large gravity and the lateral forces within the structural system. Most seismic building codes require that structures be designed to resist specified static lateral forces related to the properties of the structure and the seismicity of the region (Chopra, 1995). Based on an estimated fundamental natural vibration period of structure, formulas are specified for the base shear and the lateral force distribution over the height of building. In Peninsular Malaysia. Even though Malaysia is not in a high seismic zone but it is surrounded by countries that are in high seismic areas. Thus Malaysia can feel the vibrations as well. 1

Most earthquakes that can have an effect on Malaysia are from Sumatra Indonesia. Sumatra is a big island nearest to Peninsular Malaysia that is separated by the straits of Malacca.

20 Most earthquakes that can have an effect on Malaysia are from Sumatra Indonesia. Sumatra is a big island nearest to Peninsular Malaysia that is separated by the straits of Malacca. Sumatra is divided into six states (better known as provinces) which are Nangro, Aceh, North Sumatra, Riau, West Sumatra, Jambi and South Sumatra, and Malaysia is surrounded by seismically active countries: Indonesia & Philippines Figure 1.1: Map of seismic serrounding Malaysia. Below is a list of a few earthquakes with the epicenter in Sumatra, which caused vibrations in Peninsular Malaysia. 2

21 No Location Magnitude(in Ritcher scale) Date of occurance 1 West Sumatra >7 March, North Sumatra 8.7 Dec Sumatra-Andaman 9.0 Dec Island 4 Sumatra 7.4 Nov Bengkulu 6.5 June, 2000 Table 1.1 :The latest Indonesia earthquakes with the epicenter in Sumatra 1.2 Objective The objective of the research is: To analyze and design residential building in Pekanbaru Riau Indonesia based on Indonesian seismic code (SNI ) 1.3 Scopes of Work This research can be divided into three main areas: ( I ) The seismic analysis and design only consider 1, 2, 3, and 4 storey s. ( II ) Generation of static equivalent force procedures based on Indonesian. seismic code ( III ) SAN S structural software will be used to analyze and design the structures. 3

22 1.4 ORGANIZATION OF REPORT The research contains results of the study as outlined in section 1.6. In addition to this introductory chapter, this report is organized as follows: Chapter 2 presents an overview of the analysis procedure, basis of design and structural system for the seismic design of the building. The seismic analysis and design detail is based on Indonesian Code for seismic, Japan Seismic Code, and US Seismic Chapter 3 presents the collection of acceleration of ground motion earthquake record data from Indonesia. It also present the procedure of equivalent static lateral forces as seismic analysis based on the Indonesia earthquake code. Chapter 4 presents the analysis of the earthquake load and the construction of the design building from the earthquake load. The seismic load will calculate using equivalent static lateral forces based on Indonesia earthquake code. It is then applied to a 1, 2, 3, and 4 storey in Pekanbaru-Riau-Indonesia. For analyzing and designing using computer implementations and controlling by manually. Chapter 5 deals the conclusions 4

23 CHAPTER 2 LITERATURE REVIEW 2.1 Introduction Seismic codes are unique to a particular region or country. The main code provide outline for calculating seismic design force. This force depends on the mass and seismic coefficient of the structure and the latter in turn depends on properties like seismic zone in which structure lies, importance of the structure, its stiffness, the soil on which it rests, and its ductility. Whole the code centres on the calculation of base shear and its distribution over height. Depending on the height of the structure and zone to which it belongs, type of analysis i.e., static analysis or dynamic analysis is performed. Earthquake motion causes vibration of the structure leading to inertia forces. Thus a structure must be able to safely transmit the horizontal and the vertical inertia forces generated in the super structure through the foundation to the ground. Hence, for most of the ordinary structures, earthquake-resistant design requires ensuring that the structure has adequate lateral load carrying capacity. Seismic codes will guide a designer to safely design the structure for its intended purpose. 2.2 Seismic analysis procedure There are four basic analytical procedures for seismic analysis of the building: 1. Linear Elastic Static Procedure. (Equivalent Lateral Force (ELF)) 2. Linear Elastic Dynamic Procedure. (Modal Analysis) 5

24 3. Nonlinear Static Procedure. 4. Nonlinear Dynamic Procedure (response-history analysis) Limitations on this chapter only focus on the first analysis. In general, a building should be modeled, analyzed, and evaluated as a three-dimensional assembly of elements and components. Three-dimensional mathematical models shall be used for analysis and evaluation of buildings with plan irregularity. Two-dimensional modeling, analysis, and evaluation of buildings with stiff or rigid diaphragms is acceptable if torsional effects are either sufficiently small to be ignored or indirectly captured. 2.3 Linear Elastic Static Procedure This procedure is also known as the Equivalent Lateral Force (ELF) Procedure. The required calculations are relatively simple and can be performed by hand, although a number of computer programs are available to facilitate the analysis. The results of the linear static analysis procedure can be very inaccurate when applied to buildings with highly irregular structural systems, unless the building is capable of responding to the design earthquake(s) in a nearly elastic manner Based on US Code SEI/ASCE 7-02 For this procedure the seismic base shear is represented as V=C S W and the seismic response coefficient, C S, is determined in accordance with the following equation: 6

25 C s = S DS 2.1 R/I C s S DS 2.2 T(R/I) C s S DS I 2.3 C s 0.5S 1 For structure in Seismic Design Category E and F 2.4 (R/I) Where S DS : design spectral response acceleration in the short period range (units of g). R = Response modification factor S DS = 2 F a S S S D1 : S S : design spectral response acceleration at a period of 1 second (units of g). mapped maximum considered earthquake spectral response acceleration at short periods (units of g). S 1 : mapped maximum considered earthquake spectral response acceleration at period of 1 second (units of g). F a and F v : site coefficients ( Table 2.1). R: response modification factor ( Table 2.2). I: occupancy factor ( Table 2.3). T: fundamental period of the structure (seconds): T C u T a 2.6 C u : coefficient for upper limit on calculated period ( Table 2.4). T a : approximate fundamental period of structure: 7

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