VULNERABILITY OF GRAVITY LOAD DESIGNED BUILDING AGAINST FAR FIELD EARTHQUAKE NABILAH ABU BAKAR NATIONAL UNIVERSITY OF SINGAPORE 2015 i VULNERABILITY OF GRAVITY LOAD DESIGNED BUILDING AGAINST FAR FIELD EARTHQUAKE NABILAH ABU BAKAR (M.Sc., Purdue University, USA) (B.Sc., Universiti Teknologi Petronas, Malaysia) A THESIS SUBMITTED FOR THE DEGREE OF DOCTOR OF PHILOSOPHY DEPARTMENT OF CIVIL & ENVIRONMENTAL ENGINEERING NATIONAL UNIVERSITY OF SINGAPORE 2015 i Declaration I hereby declare that the thesis is my original work and it has been written by me in its entirety. I have duly acknowledged all the sources of information which have been used in the thesis. This thesis has also not been submitted for any degree in any university previously. ……………………………. Nabilah Abu Bakar January 2015 ii ACKNOWLEDGEMENT All praise be to the Lord of the worlds, who, through His mercy and grace, has revealed some of His knowledge to me throughout this PhD journey. Verily all good are from the Lord and all shortcomings are due to my own weaknesses. The successful completion of my research work has been made possible through guidance and support of my supervisors, Prof. Koh Chan Ghee, and Prof. Balendra. Their invaluable insight and knowledge are of great value to me. Thank you to the staffs of the Structural Laboratory, Mr. Koh Yian Kheng, Mr. Choo Peng Kin, Mr. Ishak Bin A. Rahman, Mr. Ang Beng Oon, Mr. Yip Kwok Keong, Mr Kamsan Bin Rasman, Mr Ow Weng Moon and Mr Wong Kah Wai, Stanley for all their assistance and help. Special acknowledgements are given to Mr Ishak, Mr Choo and Mr Koh for their guidance and help before and during fabrication, setting up and testing of the beams. The experimental work would not be possible without their help. I would like to thank National University of Singapore (NUS) for providing financial and academic support in making my research a success. Special thanks are given to Malaysian Meteorological Department, Kumpulan IKRAM Sdn. Bhd. and Kuala Lumpur and Selangor local authorities for the data acquisition and the permission to use and publish related information. I would also like to extend my thanks to my seniors and friends in NUS for their help and guidance. Finally, I would like to express my utmost gratitude and appreciation to my husband, Muhammad Sanif Maulut and my parents for their patience and support throughout this study. i TABLE OF CONTENT ACKNOWLEDGEMENT . i TABLE OF CONTENT ii SUMMARY . vii LIST OF TABLES . ix LIST OF FIGURES x LIST OF SYMBOLS . xiv CHAPTER INTRODUCTION . 1.1 Background . 1.2 Literature Review 1.2.1 Seismic hazard analysis 1.2.1.1 Local site effect 1.2.1.2 Seismic hazard analysis for Singapore and Peninsular Malaysia . 1.2.2 Vulnerability of existing RC structures not designed for seismic load . 10 1.2.2.1 Seismic performance of gravity load designed structures 10 1.2.2.2 Vulnerability of structures in Singapore and Peninsular Malaysia . 12 1.2.3 Shear strength and deformation of structural members 15 1.2.3.1 Shear strength . 15 1.2.3.2 Shear deformation 18 1.2.4 Strut and tie model 21 1.3 Objective and Scope of Study 23 1.4 Research Significance . 24 1.5 Organization of Thesis 26 ii CHAPTER PROBABILISTIC SEISMIC HAZARD ANALYSIS FOR SINGAPORE, KUALA LUMPUR AND VICINITY 27 2.1 Ground motion prediction equation (GMPE) of the region 27 2.1.1 Sumatra subduction zone 27 2.1.2 Sumatra strike-slip fault 32 2.2 Probabilistic seismic hazard analysis (PSHA) 33 2.2.1 Compiling and processing earthquake catalog . 34 2.2.1.1 Earthquake catalog . 34 2.2.1.2 Processing the data . 34 2.2.2 Development of seismic source model 35 2.2.2.1 Strike-slip fault (zone 1) . 36 2.2.2.2 Subduction zone (zone 2) . 37 2.2.2.3 Deep earthquakes (zone 3) 38 2.2.2.4 Sunda intraplate (zone 4) 38 2.2.3 Performing PSHA . 39 2.3 PSHA results . 42 2.3.1 Peak ground acceleration 42 2.3.2 Deaggregation 44 2.4 Development of design response spectra . 45 CHAPTER SEISMIC HAZARD ASSESSMENT 49 3.1 Site Specific Response Spectra 49 3.1.1 Soil data . 50 3.1.1.1 Soil classification . 53 3.1.1.2 Other soil properties . 54 3.1.2 Development of modified time-history 54 3.1.3 Ground response analysis 56 3.1.3.1 Required soil properties 57 3.1.4 Result of site specific analysis 58 3.2 Pushover analysis 62 3.2.1 General assumptions . 62 3.2.1.1 Structural and material modeling 62 3.2.1.2 Pushover analysis using SAP2000 63 iii 3.2.1.3 Failure identification 65 3.3 Case study . 65 3.3.1 Structural modeling 66 3.3.1.1 Material property 69 3.3.1.2 Structural members 69 3.3.2 Pushover analysis . 72 3.3.2.1 Load …………………………………………………….…………….72 3.3.2.2 Hinge properties . 72 3.3.2.3 Shear strength of beams and columns . 75 3.3.3 Results and discussions . 76 3.3.3.1 Shear failure of intermediate length beam (B7) . 78 CHAPTER EXPERIMENTAL STUDY OF SHEAR CRITICAL INTERMEDIATE LENGTH BEAMS 84 4.1 Introduction 84 4.1.1 Need for experimental study . 84 4.1.2 Objectives . 86 4.2 Experimental Setup . 86 4.2.1 Details of beam specimens 86 4.2.2 Material preparation 87 4.2.2.1 Concrete . 87 4.2.2.2 Steel ………………………………………………………………….87 4.2.3 Test setup . 88 4.2.4 Test procedure and instrumentations . 91 4.2.5 Specimen construction 92 4.3 Test results and discussions . 96 4.3.1 General behaviour . 96 4.3.2 Load-displacement behaviour . 102 4.3.3 Components of deformation 105 4.4 Conclusions for Experimental Study . 110 iv CHAPTER DEVELOPMENT OF FINITE ELEMENT MODEL . 112 5.1 Introduction 112 5.2 Finite element analysis 113 5.2.1 Quasi-static analysis using explicit solver . 114 5.3 Material constitutive models . 115 5.3.1 Concrete . 115 5.3.1.1 Concrete stress-strain curve 116 5.3.1.2 Plasticity parameters for concrete . 118 5.3.1.3 Dilation angle . 120 5.3.1.4 Parameters used in ABAQUS for concrete . 122 5.3.2 Steel . 122 5.4 Elements and structural modeling 123 5.4.1 Elements used . 123 5.4.2 Structural modeling 123 5.5 Comparison with experimental result 124 5.5.1 Load-deformation analysis 124 5.5.2 Deformation components 126 5.5.3 Failure mode . 128 5.6 Parametric study for shear-critical beams 129 5.6.1 Result of analysis 130 CHAPTER DEVELOPMENT OF STRUT AND TIE MODEL 133 6.1 Introduction 133 6.2 Model development . 134 6.2.1 Material properties 134 6.2.2 Element modeling . 135 6.2.2.1 Longitudinal reinforcement strut and tie . 136 6.2.2.2 Longitudinal concrete strut . 137 6.2.2.3 Longitudinal concrete tie 137 6.2.2.4 Transverse tie . 138 6.2.2.5 Diagonal concrete strut and tie . 142 6.2.3 Longitudinal bar slip . 142 6.2.4 Failure modeling in non-linear STM . 144 v 6.3 Model verification . 146 6.4 Application of non-linear STM to experimental work 148 CHAPTER ASSESSMENT OF DEFORMATION CAPACITY OF LINK BEAMS 153 7.1 Introduction 153 7.2 Assessment of deformation capacity of link beams 153 7.2.1 Demand curve for intermediate length link beam 154 7.2.2 Capacity curve for intermediate link beam 156 7.3 Reassessment of case study . 165 CHAPTER CONCLUSIONS AND RECOMMENDATIONS 168 8.1 Conclusions 168 8.2 Recommendations . 170 REFERENCES . 172 vi SUMMARY Since the Aceh 2004 earthquake, there have been increasing concerns on the vulnerability of structures in Singapore and Peninsular Malaysia to Sumatra earthquakes. Some recent studies appear to yield high peak ground acceleration, which is likely attributed to the inappropriate attenuation equations used. In view of this, a research is carried out to evaluate the ground motion in Singapore and Peninsular Malaysia and the subsequent performances of gravity load designed structure. For Peninsular Malaysia, Kuala Lumpur have been chosen as the study area since this is one of the locations with dense population and many high-rise structures, and with similar seismic threat as Singapore. Probabilistic seismic hazard analysis (PSHA) has been conducted by assessing the existing ground motion prediction equations (GMPE) and the development of new equation based on recorded ground motions. Two sources have been identified as the contributor to earthquake hazard in Singapore and Peninsular Malaysia, namely the Sumatra strike-slip fault and Sunda trench subduction zone. The analysis shows that the seismic hazard in Singapore and Kuala Lumpur is similar, with the latter having a slightly larger ground motion. The peak ground acceleration in this region for 10% probability of exceedance in 50 years is found to be about to 15.5 gal. From deaggregation analysis, the main contributor for the 10% probability of exceedance in 50 years is a 7.8 Mw earthquake at 290 to 360 km, originating from the strike slip fault. The site specific response spectra have been developed for three sites in Singapore and six sites in and around Kuala Lumpur. The soil amplifications are found to be 2.5 for firm soil, and 4.5 to for weaker soil. To assess the vulnerability of gravity load designed structure against far-field earthquake, a pushover analysis is conducted on an 18-storey frame building (as an vii is a factor of the strain in the longitudinal reinforcement and the shear span to depth ratio. The equation is developed based on the experimental study, and supplemented by literatures as well as parametric study conducted using finite element analysis. The equation seems to predict the failure point of the beams well, except for beam B2.5-2, where the failure is expected to occur at a smaller displacement. 8.2 Recommendations From the research conducted, there are several areas that could not be studied due to the scope of the study and time constraint. The following are recommendations for future study. 1. Seismicity in Peninsular Malaysia due to local fault, such as the Bukit Tinggi fault, should be studied, as this could govern the design of low-rise structure in this region. The effects of near-field earthquake to the buildings should also be assessed. 2. Similar study should be conducted for short beams (L/h < 2), as these beams have higher shear demand, and plane section theory cannot be applied. Moreover, short beams designed in this region are often lightly reinforced and could fail in brittle manner. 3. In the modeling of the beams using finite element analysis, it is found that a parameter called dilation angle significantly affects the results in terms of post-peak behaviour. Based on very limited literatures and experimental studies, the dilation angle is found to be higher for shorter beams compared to the recommended values in a typical structural member. Hence, this parameter should be studied to ensure a more consistent value could be recommended for the finite element analysis. 170 4. The strength degradation of concrete is higher when a member undergoes cyclic loading. Moreover, modeling of beams (using finite element analysis and STM) subjected to cyclic load is also different from monotonic load. Hence, tests should be conducted for beams undergoing cyclic load and the behaviour of the structure should be studied. 5. 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ACI Structural Journal, 65(11), 943-951. 185 [...]... not need to incorporate the effect of seismic action in building design 9 1.2.2 Vulnerability of existing RC structures not designed for seismic load 1.2.2.1 Seismic performance of gravity load designed structures Around the world, numerous studies have been conducted to assess the performance of buildings not designed for seismic load (also known as gravity load designed, GLD) According to Beres et... Figure 7.7 Load- displacement curve for beam B7 166 Figure 7.8 Demand and capacity diagram using new load- displacement model 167 xiii LIST OF SYMBOLS Ag Total area of concrete crossection Av Area of shear reinforcement b Width of beam web d Effective depth, from top of section to centroid of tension steel reinforcement Ec Modulus of elasticity of concrete Es Modulus of elasticity of steel fcu... local and far field earthquakes in Kuala Lumpur (bedrock, 5% damping) 48 Figure 3.1 Locations of sites KL-1 to KL-6 51 Figure 3.2 Soil profiles of sites in Singapore 52 Figure 3.3 Soil profiles of sites in Kuala Lumpur 53 Figure 3.4 Modified (matched) response spectra of 5 earthquake records for Kuala Lumpur at 5% damping 56 x Figure 3.5 Graph of G/Gmax... structure is designed using ACI 318 code while the others are designed based on National Building Code of Canada (NBCC, 1995) with seismic provision The results showed that the GLD frames are able to withstand low earthquake loading due to inherited strength However, the contribution of slab to the strength of beam resulted to the domination of weak column-strong beam failure 1.2.2.2 Vulnerability of structures... 43 Figure 2.8 Deaggregation analysis of PGA for earthquake of 500 years return period for Singapore 44 Figure 2.9 Design response spectra (5% damping, 500 years return period) for bedrock in Singapore and Kuala Lumpur due to far- field earthquakes 46 Figure 2.10 Comparison of acceleration response spectra due to local and far field earthquake sources on bedrock in Kuala Lumpur... hazards and risks in Malaysia Public buildings around Malaysia are assessed on its vulnerability towards earthquake hazard A total of 65 buildings have been studied, ranging from low (60% of the total building studied), medium to high rise using linear and non-linear dynamic analyses 14 The report concluded that buildings suffer no significant damage due to earthquake loading Nam (2008) performed equivalent... degradation of bond, due to slip of longitudinal bars 1.2.3 Shear strength and deformation of structural members 1.2.3.1 Shear strength As discussed earlier, one of the main failure modes of GLD buildings is the shear failure of structural members When shear load imposed to the structure exceeds its 15 capacity, shear cracks will develop which reduces its load carrying capacity The shear capacity of reinforced... recent years, large earthquakes of 9.1 Mw (where Mw is the moment magnitude) in Acheh (2004) and 8.6 Mw in Nias (2005) have occurred in the subduction zone The motions caused by these earthquakes are attenuated through distances up to 1000 km and still resulted in ground motions that can be felt particularly by occupants of tall buildings on soft ground In addition to the far field earthquake sources,... building) and concluded that low-rise structures in Singapore could meet the seismic demand of the worst possible earthquake as the fundamental period of the building will be much lower than the period of long-distance 13 earthquakes Balendra et al (2007) studied the vulnerability of a 25-storey shear wallframe building using pushover analysis, and compared the capacity to the demand curves The pushover... revealed that the buildings experience low to moderate damage level, with local failures in beams, followed by columns especially in high-rise buildings The buildings are further analysed to study its effects under earthquake and wind loads (Adnan and Suradi, 2008) Dynamic amplification factors (DAF) of the buildings are calculated based on three earthquakes from Sumatra subduction zone The buildings are . VULNERABILITY OF GRAVITY LOAD DESIGNED BUILDING AGAINST FAR FIELD EARTHQUAKE NABILAH ABU BAKAR NATIONAL UNIVERSITY OF SINGAPORE 2015 i VULNERABILITY OF GRAVITY. assess the vulnerability of gravity load designed structure against far- field earthquake, a pushover analysis is conducted on an 18-storey frame building (as an viii example building for. Malaysia 7 1.2.2 Vulnerability of existing RC structures not designed for seismic load 10 1.2.2.1 Seismic performance of gravity load designed structures 10 1.2.2.2 Vulnerability of structures