DESIGN AND VALIDATION OF INNOVATIVE EARTHQUAKE RESILIENT FUSED STRUCTURES by Dorian Peng Tung B.S., Queen’s University, 2000 M.S., Queen’s University, 2002 A THESIS SUBMITTED IN PARTIAL FULFILLMENT OF THE REQUIREMENTS FOR THE DEGREE OF DOCTOR OF PHILOSOPHY in THE FACULTY OF GRADUATE AND POSTDOCTORAL STUDIES (Civil Engineering) THE UNIVERSITY OF BRITISH COLUMBIA (Vancouver) April 2017 © Dorian Peng Tung, 2017 iiAbstract Recent earthquakes worldwide have shown that even countries with modern building codes suffer significant structural damages after a strong earthquake shaking. The issue lies in the design philosophy that earthquake energy is absorbed through inelastic deformation of structural components. This creates unrecoverable structural damages and prolonged recovery time. These deficiencies can be minimized using earthquake resilient structures where earthquake energy is dissipated by specially designed structural fuses. The structural fuses are decoupled from the gravity system, and hence, they can be replaced efficiently without affecting the functionality of a structure after an earthquake. This dissertation aims to provide a consistent approach for researchers to develop and validate earthquake resilient fused structures and for engineers to design and implement such structures. It encompasses two major constituents: alternative design approach and advanced experimental technique. An equivalent energy design procedure (EEDP) is developed for fused structures. EEDP allows designers to select different performance objectives at different levels of earthquake shaking intensities. EEDP also allows engineers to select structural members to achieve the desired structural period, strength, and deformation without iterations. In addition to the design procedure, this dissertation also develops an innovative hybrid simulation testing technique where a switch-based hybrid simulation (SHS) method is proposed to validate the seismic performance of fused structures. SHS combines analytical and experimental sub-assemblies to examine the dynamic responses of a fused structure during an earthquake shaking. SHS switches between the displacement-based and force-based algorithms to control hydraulic servo actuators in displacement or force. It improves experimental accuracy and safety to test structural fuses that undergo drastic changes in stiffness. An innovative fused seismic force resisting system named fused truss moment frame (FTMF) is presented in this dissertation. The FTMF is designed using EEDP and validated using SHS. The SHS result shows that the FTMF can be easily designed using EEDP to achieve various target performance objectives under different earthquake shaking intensities. This dissertation has demonstrated that EEDP and SHS are efficient and effective procedures to design and validate innovative earthquake resilient fused structures. iiiPreface Most of this dissertation has been published in conference proceedings as detailed below. 1. Chapters 2 and 3: Yang TY, Tung DP, Li Y. Seismic Design of Novel Steel Resilient Structures. Proceedings of the 8th International Conference on Behavior of Steel Structures in Seismic Areas, Shanghai, China, July 1-3, 2015. 2. Chapter 5: Yang TY, Tung DP, Li Y. Design and Validation of Fused Truss Moment Frames. Proceedings of the 2nd Huixian International Forum on Earthquake Engineering for Young Researchers, Beijing, China, August 19-21, 2016. The author of this dissertation is responsible for the literature review, formulation development, structural design, model construction, computational analysis, data processing, and result presentation of the above manuscripts. The author of this dissertation has drafted the manuscripts and revised them based on the comments by Prof. T.Y. Yang. 1. Chapter 4: Yang TY, Xie X, Lin JY, Li Y, Tung DP. Theory and Application of Innovative Hierarchical Control Framework. Proceedings of the 5th SECE, Xian, China, July 28-30, 2016. The author of this dissertation is responsible for the algorithm development and implementation of hybrid simulation in the above manuscript. ivTable of Contents Abstract .................................................................................................................................... ii Preface ..................................................................................................................................... iii Table of Contents ................................................................................................................... iv List of Tables ......................................................................................................................... vii List of Figures ....................................................................................................................... viii List of Abbreviations ............................................................................................................. xi List of Symbols ..................................................................................................................... xiii Acknowledgements .............................................................................................................. xvi Dedication ............................................................................................................................ xvii Chapter 1 Introduction........................................................................................................ 1 1.1 Objective and methodology ...................................................................................................... 2 1.1.1 Alternative design approach .............................................................................................. 2 1.1.2 Advanced experimental technique .................................................................................... 4 1.2 Organization ............................................................................................................................. 5 Chapter 2 Equivalent Energy Design Procedure .............................................................. 8 2.1 Alternative design approaches ................................................................................................ 10 2.1.1 Displacement-based design approach .............................................................................. 10 2.1.2 Energy-based design approach ........................................................................................ 11 2.1.3 Graph-based design approach .......................................................................................... 14 2.2 Equivalent energy design procedure ....................................................................................... 15 2.2.1 Service level earthquake hazard level ............................................................................. 18 2.2.2 Design based earthquake hazard level ............................................................................. 20 2.2.3 Maximum considered earthquake hazard level ............................................................... 22 2.2.4 Design base shear distribution ......................................................................................... 23 2.2.5 Plastic and capacity design .............................................................................................. 26 2.3 Energy modification factors .................................................................................................... 26 2.3.1 γୟ – Energy modification factor from SLE to DBE ........................................................ 28 v2.3.2 γୠ – Energy modification factor from DBE to MCE ...................................................... 30 2.4 Numerical validation .............................................................................................................. 31 2.5 Summary ................................................................................................................................. 34 Chapter 3 Earthquake Resilient Fused Structure .......................................................... 36 3.1 Fused truss moment frame ...................................................................................................... 37 3.1.1 Mechanism of FTMF ....................................................................................................... 37 3.1.2 Design of FTMF .............................................................................................................. 41 3.2 Numerical model .................................................................................................................... 50 3.2.1 Nonlinear model construction ......................................................................................... 50 3.2.2 Nonlinear dynamic analysis ............................................................................................ 52 3.3 Seismic safety ......................................................................................................................... 59 3.4 Summary ................................................................................................................................. 62 Chapter 4 Switch-based Hybrid Simulation.................................................................... 64 4.1 Simulation development ......................................................................................................... 65 4.2 Simulation algorithms ............................................................................................................. 69 4.2.1 Displacement-based algorithm ........................................................................................ 70 4.2.2 Force-based algorithm ..................................................................................................... 73 4.2.3 Compatibility equation .................................................................................................... 78 4.3 Switch control law .................................................................................................................. 78 4.4 Experimental validation .......................................................................................................... 81 4.5 Summary ................................................................................................................................. 85 Chapter 5 Experimental Program .................................................................................... 87 5.1 Structural testing facility ......................................................................................................... 87 5.1.1 Laboratory ....................................................................................................................... 88 5.1.2 Controller ........................................................................................................................ 90 5.2 Hybrid simulation ................................................................................................................... 92 5.2.1 Sub-assembly setup ......................................................................................................... 92 5.2.2 Simulation parameter ...................................................................................................... 94 5.2.3 Simulation result .............................................................................................................. 96 5.3 Summary ............................................................................................................................... 104 Chapter 6 Conclusion ...................................................................................................... 105 6.1 Developing earthquake resilient fused structures ................................................................. 105 vi6.1.1 Design of earthquake resilient fused structures ............................................................. 105 6.1.2 Validation of earthquake resilient fused structures ....................................................... 106 6.2 Future research ...................................................................................................................... 107 Bibliography ........................................................................................................................ 110 Appendix A Determination of γୟ .................................................................................... 118 Appendix B Roof Drift Ratio of Prototype FTMF ........................................................ 161 Appendix C BRB Strain of Prototype FTMF................................................................ 184 Appendix D MC Rotation of Prototype FTMF ............................................................. 251 Appendix E Smart Structure Testing Machine............................................................. 318 Appendix F One-storey FTMF ....................................................................................... 324 Appendix G Basic System ............................................................................................... 332 G.1 Element compatibility matrix ............................................................................................... 332 G.2 Element basic stiffness matrix .............................................................................................. 335 G.3 Element basic force ............................................................................................................... 336 viiList of Tables Table 2.1 Comparison of EEDP with various alternative design approaches ..................... 16 Table 2.2 Ground motions (GMs) used for energy modification factors ............................ 27 Table 3.1 Ground motions (GMs) used for nonlinear dynamic analysis ............................. 53 Table 5.1 Model element parameters ................................................................................... 93 Table 5.2 Element force assignment .................................................................................... 96 viiiList of Figures Figure 2.1 Performance objectives and force-deformation relationship of fused SFRSs ...... 9 Figure 2.2 PBPD energy-balanced concept ......................................................................... 13 Figure 2.3 Relationship among γ, period, and ductility (μୱ) ............................................... 14 Figure 2.4 EEDP energy-balanced concept ......................................................................... 17 Figure 2.5 IO performance objective at SLE hazard level ................................................... 19 Figure 2.6 RR performance objective at DBE hazard level ................................................. 21 Figure 2.7 CP performance objective at MCE hazard level ................................................ 23 Figure 2.8 Distribution of design base shears to primary and secondary SFRSs ................ 24 Figure 2.9 Comparison of design base shears in primary and secondary SFRSs ................ 25 Figure 2.10 Effect of γୟ on F୮ with constant ∆୮ ................................................................... 29 Figure 2.11 Effect of γୟ on roof drift ratio ............................................................................ 29 Figure 2.12 Incremental energy modification factor for SLE to DBE .................................. 30 Figure 2.13 Incremental energy modification factor for DBE to MCE ................................. 31 Figure 2.14 Prototype FTMF ................................................................................................. 32 Figure 2.15 Target spectra ..................................................................................................... 32 Figure 2.16 Validation of EEDP with target spectra from UCB ........................................... 33 Figure 2.17 Validation of EEDP with target spectra from Yang et al. .................................. 34 Figure 2.18 Validation of EEDP with target spectra from FEMA-355C .............................. 34 Figure 3.1 FTMF .................................................................................................................. 39 Figure 3.2 Force-deformation relationship and performance objectives of FTMF ............. 40 Figure 3.3 Plan view of prototype building ......................................................................... 41 Figure 3.4 EEDP design parameters .................................................................................... 42 Figure 3.5 Plastic design of yielding members .................................................................... 45 Figure 3.6 Free body diagram of truss ................................................................................. 47 Figure 3.7 Free body diagram of column............................................................................. 48 Figure 3.8 FTMF designed by EEDP .................................................................................. 49 Figure 3.9 Material model calibrations ................................................................................ 51 Figure 3.10 Response spectra of scaled ground motions ....................................................... 54 Figure 3.11 RDR of FTMF .................................................................................................... 55 ixFigure 3.12 BRB performance ............................................................................................... 57 Figure 3.13 MC performance ................................................................................................. 57 Figure 3.14 Maximum DCR of non-yielding members ......................................................... 58 Figure 3.15 Pushover of FTMF ............................................................................................. 59 Figure 3.16 IDA results.......................................................................................................... 60 Figure 4.1 Diagrammatic illustration of HS ........................................................................ 70 Figure 4.2 Stiffness effect on DHS and FHS ....................................................................... 79 Figure 4.3 Switch control law .............................................................................................. 80 Figure 4.4 Stiffness detection .............................................................................................. 81 Figure 4.5 Hybrid simulation parameter .............................................................................. 82 Figure 4.6 Experimental sub-assembly ................................................................................ 82 Figure 4.7 Experimental study of DHS, FHS, and SHS ...................................................... 83 Figure 4.8 Switching of control algorithm ........................................................................... 85 Figure 5.1 UBC Structural Laboratory ................................................................................ 88 Figure 5.2 UBC Smart Structure Testing Machine .............................................................. 90 Figure 5.3 Closed loop block diagram of low-level controller ............................................ 91 Figure 5.4 Advanced Control Testing System ..................................................................... 91 Figure 5.5 One-storey one-bay FTMF designed by EEDP .................................................. 92 Figure 5.6 Setup of experimental sub-assembly .................................................................. 94 Figure 5.7 Ground motion record of 1999 Chi-Chi earthquake ........................................... 97 Figure 5.8 Comparison of RDR ........................................................................................... 98 Figure 5.9 Roof acceleration ................................................................................................ 99 Figure 5.10 Hysteresis of yielding elements ........................................................................ 100 Figure 5.11 DCR of non-yielding elements under MCE ..................................................... 101 Figure 5.12 Switching of control algorithm ......................................................................... 103 Figure F.1 Plan view of prototype building ....................................................................... 325 Figure F.2 EEDP design parameters .................................................................................. 325 Figure F.3 Plastic design of yielding members .................................................................. 328 Figure F.4 Free body diagram of truss ............................................................................... 330 Figure F.5 Free body diagram of column .......................................................................... 330 Figure F.6 FTMF designed by EEDP ................................................................................ 331 xFigure G.1 Local-to-global coordinate transformation for truss element .......................... 333 Figure G.2 Local-to-global coordinate transformation for beam-column element ............ 334 Figure G.3 Local-to-global coordinate transformation for zero-length element ............... 335 Figure G.4 Basic stiffness matrix ....................................................................................... 335 Figure G.5 Basic force ....................................................................................................... 336 xiList of Abbreviations ACMR = adjusted collapse margin ratio BRB = buckling restrained brace CMR = collapse margin ratio CP = collapse prevention DBE = design based earthquake DC = displacement-based control DCR = demand capacity ratio DDBD = direct displacement-based design DHS = displacement-based hybrid simulation DOF = degree-of-freedom EEDP = equivalent energy design procedure EFT = effective force testing ELSDOF = equivalent linear single degree-of-freedom ENLSDOF = equivalent nonlinear single degree-of-freedom ESFP = equivalent static force procedure FC = force-based control FHS = force-based hybrid simulation FTMF = fused truss moment frame HS = hybrid simulation IDA = incremental dynamic analysis IO = immediate occupancy LVDT = linear variable differential transformer MC = moment connection MCE = maximum considered earthquake MYD = metallic yielding damper OS = operator-splitting PBPD = performance-based plastic design PID = proportional-integral-derivative PSBD = performance-spectra-based design xiiRDR = roof drift ratio RR = rapid return RTDHT = real-time dynamic hybrid testing SC = switch control SFRS = seismic force resisting system SHS = switch-based hybrid simulation SLE = service level earthquake SSF = spectral shape factor xiiiList of Symbols ܣ = area of coupled yielding plate at storey i ܥ = roof displacement modification factor ܥ′௩ = base shear distribution factor at storey i ݀ = depth of truss top chord at storey i ܦ = depth of truss in FTMF ܧ = strain energy ܧ = hysteresis energy ܧ = earthquake input energy ܧ = kinetic energy ܧ௦ = elastic strain energy ܧక = damping energy ܨ = base shear ܨோ, = design force of BRB at each storey i ܨா = base shear of the ELSDOF system at the DBE shaking intensity ܨ = base shear of the ELSDOF system ܨொ = base shear of the ELSDOF system at the MCE shaking intensity ܨ = plastic base shear of the ENLSDOF system ܨோ = design base shear of the primary SFRS ܨோ, = storey shear of the primary SFRS ܨௌா = design base shear of the secondary SFRS ܨௌா, = storey shear of the secondary SFRS ܨௌா,௬ = strength of the secondary SFRS at ∆௬ ܨௌா = base shear of the ELSDOF system at the SLE shaking intensity ܨ௬ = yielding base shear of the ENLSDOF system or yielding strength of steel ݄ = height of level j measured from the ground level ܪ = height of roof measured from the ground level ܬ = numerical reduction coefficient for base overturning moment ܮ = length of end panel in FTMF xiv݉ = total seismic mass ܯெ, = design moment of MC at each storey i ܯ௩ = factor to account for higher mode effect on base shear ܴ = force reduction factor ܴஜ = ductility reduction factor ܴ௬ = ratio of expected to specified yielding strength ܵ = pseudo acceleration ሺܵሻா = pseudo acceleration of the ELSDOF system at the DBE shaking intensity ሺܵሻொ = pseudo acceleration of the ELSDOF system at the MCE shaking intensity ሺܵሻௌா = pseudo acceleration of the ELSDOF system at the SLE shaking intensity ሺܵሻ = pseudo acceleration of the ENLSDOF system at ∆ ሺܵሻ௬ = pseudo acceleration of the ENLSDOF system at ∆௬ ܵௗ = spectrum displacement ሺܵௗሻா = spectral displacement of the ELSDOF system at the DBE shaking intensity ሺܵௗሻொ = spectral displacement of the ELSDOF system at the MCE shaking intensity ሺܵௗሻௌா = spectral displacement of the ELSDOF system at the SLE shaking intensity ܵெ் = earthquake shaking intensity at median MCE መ்ܵ = earthquake shaking intensity at 50% probability of collapse ܶ = structural fundamental period ௦ܸ,ଷ = average shear wave velocity in the top 30 meters of soil ݓ = seismic weight of level j ܹ = total seismic weight ܹ௫௧ = external work ܹ௧ = internal work ߙ = ratio of base frame stiffness over fused system initial stiffness or BRB angle to column ߚோ = uncertainly due to quality rating of design requirement ߚ = ratio of storey shear at storey i over that at roof ߚெ = uncertainly due to quality rating of numerical model ߚோ்ோ = uncertainly due to record-to-record variability in ground motions ߚ் = uncertainly due to quality rating of test data xvߚ்ை் = total system collapse uncertainty ߛ = energy modification factor used by PBPD ߛ = energy modification factor from the SLE to DBE shaking intensity ߛ = energy modification factor from the DBE to MCE shaking intensity ߟ = ratio of fused system yielding strength over maximum ground force ߠ = plastic rotation ߣ = ratio of ܨ over ܨ௬ or force reduction factor ߤ௫ = ratio of base frame yielding displacement over fused system yielding displacement ߤ = ratio of ∆ over ∆௬ or plastic ductility ߤ௦ = ductility factor ߤ் = period-based ductility ߱ = natural vibration frequency ∆ܧாଵ = incremental energy of the ELSDOF system from the SLE to DBE shaking intensity ∆ܧேଵ = incremental dynamic energy of the ENLSDOF system from the SLE to DBE shaking intensity ∆ܧேெଵ = incremental monotonic energy of the ENLSDOF system from the SLE to DBE shaking intensity ∆ܧாଶ = incremental energy of the ELSDOF system from the DBE to MCE shaking intensity ∆ܧேଶ = incremental dynamic energy of the ENLSDOF system from the DBE to MCE shaking intensity ∆ܧேெଶ = incremental monotonic energy of the ENLSDOF system from the DBE to MCE shaking intensity ∆ = roof drift ratio ∆ா = roof drift ratio of the ELSDOF system at the DBE shaking intensity ∆ = roof drift ratio of the ELSDOF system ∆ொ = roof drift ratio of the ELSDOF system at the MCE shaking intensity ∆ = plastic roof drift ratio ∆ௌா = roof drift ratio of the ELSDOF system at the SLE shaking intensity ∆௨ = ultimate roof drift ratio ∆௬ = yielding roof drift ratio xviAcknowledgements First and foremost, I would like to express my sincere thanks to my research supervisor, Prof. Tony Yang. Without his selfless guidance and push for excellence, this research would not have been the quality it is. I also would like to express my appreciation to my supervisory committee, Prof. Ken Elwood and Prof. Kang Li, for their inspiration and moral support. For my fellow students, I would like to acknowledge YJ (Yuanjie Li) for his intelligence and time to assist me in coding and data processing. I also would like to thank Jason Lin for his expertise in control algorithms and Ryan Xie for his role in testing documentations. As much as we want to minimize our time in the laboratory, I truly treasure the hours the four of us have spent together to get the jobs done and the friendship we have built from it. In terms of funding, I am thankful of the financial supports from the University of British Columbia, Natural Sciences and Engineering Research Council of Canada, and Canadian Institute of Steel Construction. The following industry sponsors are much appreciated: George Third & Son Ltd., Custom Plate & Profiles (A division of Samuel, Son & Co., Ltd.), Pacific Bolt Manufacturing Ltd., and StarSeismic. The experimental program of this research would not be possible without the technical staff in the Civil Engineering Department. I thank each one of the following for working with me to setup the tests: Scott Jackson, Harald Schrempp, Doug Hudniuk, and David Roberts. Last but definitely not least is my family. They have always given me the freedom without doubting my actions and choices. I am grateful for their unconditional patience that allows me to follow through each one of my life changing decisions. xviiDedication To my lovely wife, Naomi, and my sweetest girl, Iris: Without your understanding, support, and encouragement, this work will never be completed. 1 Introduction 1 Chapter 1 Introduction The recent earthquakes have raised the world’s attention to earthquake risks and researchers’ interests in earthquake resilience. The 2011 Christchurch earthquake in New Zealand incurs an estimated economic loss of over $15 billion US. It is possible that up to 50% of the buildings in the central business district will be demolished [Eguchi et al. 2012]. The 2011 Tohoku earthquake in Japan is the most expensive disaster of all time reporting an estimated economic loss of over $300 billion US. About 332,000 buildings, 2,100 roads, 56 bridges, and 26 railroads are damaged [Eguchi et al. 2012]. The reality shows that these modern cities are not earthquake resilient. Not only the recovery will take decades, but the social and economic constitutions will also change permanently. The socio-economic impacts have challenged many fields of professions and particularly, how the seismic performance of a structure is currently measured and typically incorporated in a design methodology. Conventional structures are designed to provide life safety against earthquake loadings. In another word, a structure is allowed to be severely damaged during a strong earthquake shaking, as long as it does not collapse to cause casualties. This design approach does not consider post-earthquake performance states such as recovery and downtime. To address the deficiency, innovative earthquake resilient fused structures have been researched in recent years [Yang et al. 2015; Lopes et al. 2012; Erochko et al. 2013; Vargas and Bruneau 2009b; El-Bahey and Bruneau 2010]. Structural fuses analogous to electrical fuses are utilized to dissipate earthquake energy. These fuses are specially designed and detailed to be efficiently replaceable after a strong earthquake shaking to ensure resilience. Structural fuses have also been incorporated in moment resisting frames [Koetaka et al. 2005; Shen et al. 2011], 1 Introduction 2 concentrically braced frames [Tremblay et al. 2011; Gray et al. 2014], eccentrically braced frames [Malakoutian 2012], rocking and self-centred structures [Ma et al. 2013], precast concrete walls [Kurama 2000], as well as based-isolated systems [Vargas and Bruneau 2009b]. Although extensive research has been conducted, a consistent approach to develop earthquake resilient fused structures has not yet been established. This motivates the current study to develop a design methodology that is suitable for fused structures as well as a validation technique that is accurate and cost-effective. The followings are the merits of this study: 1. Equivalent energy design procedure (EEDP) is formulated to design fused structures. 2. A new earthquake resilient structural system named fused truss moment frame (FTMF) is proposed to demonstrate the simplicity to apply EEDP. 3. New finite element force-based hybrid simulation (FHS) is developed to test stiff specimens. 4. Switch-based hybrid simulation (SHS) is implemented to validate fused structures whose structural fuse changes its stiffness during a strong earthquake shaking. 1.1 Objective and methodology This dissertation aims to establish a general approach to develop earthquake resilient fused structures. It encompasses two major constituents: alternative design approach and advanced experimental technique. 1.1.1 Alternative design approach Researchers have developed fused structures in the past decades. They have successfully shown the ability of structural fuses to absorb energy and isolate damages through numerical modeling and laboratory testing. The design approach, however, is not uniform, and most of the time, tries to adapt to the current design philosophy. However, fused structures use structural fuses as the first line of defense and have a back-up system to provide secondary safety precaution during a severe ground shaking. This type of system is fundamentally different from conventional codified systems because it provides multiple performance levels. 1 Introduction 3 The force-deformation relationship of fused structures is trilinear rather than bilinear. Directly using the current design philosophy is not the most efficient approach to maximize the full potential of fused structures. Earthquakes release energy as ground moves. Naturally, an energy-based approach would be the most appropriate to solve this energy issue. Energy concepts have been well researched and developed over the last five decades. Housner [1956] introduced his energy-balanced design approach in the First World Conference on Earthquake Engineering. He explained that an earthquake feeds energy, ܧ, into a structure. While some of this energy is dissipated through damping, ܧక, the remaining energy is stored in the structure in the form of kinetic, ܧ, and strain, ܧ, energies. If the structure were designed to remain elastic, ܧ will be stored as the elastic strain energy, ܧ௦. In the case where the structure yields, ܧ will be separated into elastic strain, ܧ௦ and hysteresis, ܧ, energies. This concept was later elaborated by Uang and Bertero [1988] using the following energy-balanced equation. ܧ ൌ ܧ ܧక ܧ ൌ ܧ ܧక ܧ௦ ܧ Equation 1.1 Akiyama [1985; 1988; 2000] explained that the same energy-balanced equation can be obtained by multiplying a displacement increment on both sides of the equation of motion and integrating the equation over the duration of a ground motion. He echoed Housner [1956] that ܧ is a stable quantity dependent mainly on the total mass and fundamental period of a structure. It is irrespective to the distribution of mass, strength, and stiffness within a structure. He concluded that the energy concept initiated by Housner [1956] must be the soundest basis for earthquake design procedure. Akiyama [Fischinger 2014] continued to explain that ܧ tends to change into ܧక and ܧ . Since the essence of earthquake resilience is to design structures with predictable performance, it is necessary to know the real contents of ܧ. A sound estimate of ܧ can be obtained by neglecting ܧక. Therefore, ܧ can be approximately equal to ܧ. For a nonlinear structure, ܧ consists of ܧ௦ and ܧ . In this dissertation, an energy-based design approach named equivalent energy design procedure (EEDP) is developed. EEDP decomposes ܧ at 1 Introduction 4 component level and calculates ܧ as the sum of the product of force and deformation for each component. The former can be the yielding strength, while the latter can be the cumulative plastic deformation of a component. As stated previously, a fused structure has a trilinear force-deformation relationship. The proposed EEDP aims to take advantages of this behaviour and formulate a design procedure to incorporate multiple performance objectives for various yielding points. The occurrence of each yielding depends on the intensity of seismic hazard. As a result, a fused structure has different performance expectations for different scale events. This multi-tier resilience goal and strategy are also documented in National Earthquake Resilience [NER 2011]. 1.1.2 Advanced experimental technique An innovative earthquake resilient fused structure designed using EEDP has to face real earthquake scenarios to validate its seismic performance prior to being implemented in practice. The most comprehensive method to understand nonlinear dynamic behaviour of a structure is to construct it in its entirety and test it full-scale on a shake table. However, it is expensive and dangerous to shake full-scaled structures. Only a handful of shake tables around the world, mostly in China, Japan, and the United States of America, are capable of testing structures in full-scale. Shake table testing of small-scaled models is more readily available. Results, on the other hand, do not always represent the behaviour of full-sized structures. Therefore, an alternative validation technique that is economical and safe must be explored. It is often observed during a shake table testing that damages or nonlinearities occur at limited regions of a structure. For an earthquake resilient structure, these regions should be replaced by structural fuses. Laboratory testing should then focus on fuses rather than the remaining structure. Hybrid simulation (HS) is an advanced experimental technique which combines advanced finite element analysis with experimental testing to simulate the nonlinear dynamic responses of a structural system subjected to ground excitations. HS is well suited as an alternative to shake table testing because it is capable to partition a structure into analytical and experimental sub-assemblies. Only a portion of the structural system, such 1 Introduction 5 as structural fuses that are designed to be damaged, needs to be constructed and tested, while the remainder can be modelled using a finite element software. As a result, HS can significantly reduce experimental costs. It also provides the option to conduct geographically distributed testing where resources such as lab space, testing equipment, and research personnel from different laboratories can be shared. The idea of HS was contemplated in the late 1960s which led to its formal introduction by Takanashi in 1975. At the time, it was referred to as on-line testing that combined computer and actuator to study the nonlinear responses of structures. Majority of the HS conducted relies on displacement-based integration schemes to solve the nonlinear responses of structures [Nakashima et al. 1988; Shing and Mahin 1984; Dermitzakis and Mahin 1985; Nakashima et al. 1988; Vannan 1991; Combescure and Pegon 1997; Chang 2002; Pan et al. 2013]. However, when an experimental sub-assembly is stiff, displacement-based HS (DHS) causes force overestimations because it is challenging to precisely control a hydraulic servo actuator. A small control error in displacement results in a large fluctuation in force. To address this problem, this dissertation proposes a force-based HS (FHS) that calculates trial forces instead of trial displacements to be used in HS. Such a force-based algorithm allows stiff specimens to be tested using the sub-assembly technique in a non-real-time environment. Rather than checking force equilibrium alone, FHS checks dynamic equilibrium and compatibility condition simultaneously. However, FHS may be unstable or difficult to converge once the stiffness of a specimen reduces. To further improve the robustness and accuracy of HS, this dissertation also proposes switch-based HS (SHS). An algorithm has been developed to automatically switch between DHS and FHS depending on the tangent stiffness of an experimental sub-assembly. 1.2 Organization This dissertation aims to establish a general approach for researchers to develop and validate earthquake resilient fused structures and for engineers to design and implement such structures. This dissertation is organized by the following chapters. 1 Introduction 6 Chapter 2 explains in detail the proposed EEDP for innovative earthquake resilient fused structures. This procedure allows engineers together with owners to select performance objectives that correspond to different levels of seismic shaking intensities. It provides a common language among design professionals. One significant advantage of EEDP is its ability to allow engineers to easily select structural member sizes to achieve the desired structural period, strength, and deformation with only simple hand calculations and without iterations. Hence, it is practical to the engineering community. Chapter 3 proposes an earthquake resilient structure named fused truss moment frames (FTMFs) to illustrate the robustness and simplicity of EEDP. In addition to the ability to span long distance for gravity loadings, a FTMF incorporates structural fuses such as buckling restrained braces (BRBs) at the truss end panels to enhance lateral stiffness and ductility. To provide additional strength after BRB yielding, the truss top chord is moment connected to the column. A numerical model of the FTMF designed using EEDP is constructed to perform nonlinear dynamic analysis and determine adjusted collapse marginal ratio. Chapter 4 focuses on the development and validation of control algorithms for HS. In addition to the traditional displacement-based algorithm, a finite element force-based algorithm is formulated specifically to address stiff experimental sub-assembly in HS. Since a stiff specimen often yields and eventually softens, conducting a simulation with only force control mode would result in non-convergence and hydraulic instability. Therefore, switch control laws are proposed based on the tangent stiffness of a specimen to improve HS accuracy and robustness. DHS, FHS, and SHS are conducted using a simple structural system to illustrate the superiority of SHS. Chapter 5 applies the developed SHS control algorithm from Chapter 4 to simulate the nonlinear dynamic behaviour of the proposed FTMF from Chapter 3 that has been designed using EEDP from Chapter 2. SHS is ideal to validate earthquake resilient structures because structural fuses can be designated as the experimental sub-assembly while the remaining is modelled in a computer. In this chapter, the BRB is tested in the Structural Laboratory at the 1 Introduction 7 University of British Columbia using a hydraulic servo actuator with switching command signals between force and displacement. Chapter 6 provides a summary of this dissertation. A future innovative earthquake resilient structure that uses structural fuses can be designed using the proposed EEDP and validated using the developed SHS. 2 Equivalent Energy Design Procedure 8 Chapter 2 Equivalent Energy Design Procedure Earthquake loads are resisted by seismic force resisting systems (SFRSs). The current code pre-qualified SFRSs, however, are not earthquake resilient because earthquake energy is designed to be absorbed through inelastic deformation of structural components. These components form a part of the gravity system. After a strong ground shaking, they are expected to be damaged. In order to repair or replace them, shoring is required to provide an alternative load path. This disrupts occupancy and causes business downtime. The situation can be resolved when using earthquake resilient fused structures to dissipate earthquake energy. A well designed earthquake resilient fused structure isolates damages to designated structural fuses that are decoupled from the gravity system. Such fuses can be repaired or replaced efficiently without affecting the functionality of the structure after an earthquake. An earthquake resilient fused structure or fused SFRS has a tri-linear force-deformation relationship as shown in Figure 2.1. This relationship represents the system performance in three damage states. During service level earthquake (SLE) shakings, the system performance is targeted to be immediate occupancy (IO) where the structure is expected to be not damaged after an earthquake. Hence, no repair is required. During design based earthquake (DBE) shakings, the system performance is targeted to be rapid return (RR) where replaceable structural fuses are designed to yield to dissipate earthquake energy, while the remaining structure is protected from earthquake damages. After an earthquake, structural fuses can be repaired or replaced efficiently to allow the structure to be functional again. During maximum considered earthquake (MCE) shakings, the system performance is targeted to be collapse prevention (CP) where both structural fuses and the remaining 2 Equivalent Energy Design Procedure 9 structure will yield to prevent the structure from collapse. These performance objectives are consistent with those specified in ASCE/SEI 41-06 [2006]. They can provide a common language among design professionals, owners, and other stakeholders. RapidReturn(RR)ImmediateOccupancy(IO)CollapsePrevention(CP)ForceDeformationStructural fuseyieldingRemaining structureyielding Figure 2.1 Performance objectives and force-deformation relationship of fused SFRSs Innovative earthquake resilient fused structures cannot be routinely designed unless there is a simple and practical design procedure. In this chapter, an equivalent energy design procedure (EEDP) for fused SFRSs is presented. It uses the energy-balanced concept. Nonlinear responses of structural components are directly considered through plastic analysis. EEDP allows designers to select multiple performance objectives corresponding to different earthquake shaking intensities. EEDP also allows engineers to easily select structural member sizes to achieve the desired structural period, strength, and deformation with only simple hand calculations and without iterations. Hence, it is a very practical tool for the engineering community to design earthquake resilient fused structures. In this chapter, Section 2.1 reviews the alternative design approaches recently developed by researchers. Section 2.2 explains the derivation of EEDP in detail. The purpose of EEDP is to design structural members that achieve the prescribed performances at different earthquake shaking intensities without design iterations. This is realized through the proper choices of energy modification factors. The determination of these factors is described in Section 2.3. Finally, nonlinear dynamic analysis is conduct in Section 2.4 to validate the proposed EEDP. 2 Equivalent Energy Design Procedure 10 2.1 Alternative design approaches Equivalent static force procedure (ESFP) is a common design approach adopted by many countries to design structures for seismic loads [NBCC 2005; ASCE/SEI 7-10 2010]. This design approach translates earthquake forces into “equivalent” static forces. Structural members are then selected to satisfy the strength requirements and drift limits through iterations. While ESFP quantifies seismic loads to be resisted by a structure, the design process relies on elastic analysis. Hence, the nonlinear responses of structural components are not explicitly accounted for. This results in severe and unexpected structural damages after a strong ground shaking. To improve, many alternative design approaches have been developed. Section 2.1.1 briefly reviews the displacement-based approach, while Section 2.1.2 and Section 2.1.3 review the energy-based and graph-based approaches, respectively. 2.1.1 Displacement-based design approach Most of the building codes [NBCC 2005; ASCE/SEI 7-10 2010] treat earthquake inertia forces as equivalent static forces. This allows engineers to select structural members that satisfy the required loads. Since it is not economical to design structures to remain elastic, the building codes allow structures to be designed for a fraction of full earthquake inertia forces. This is achieved by dissipating the earthquake energy through the inelastic deformation of structural members. In North America, a force reduction factor, ܴ, has been used to reduce earthquake loads [NBCC 2005; ASCE/SEI 7-10 2010]. The selection of ܴ is based on the ductility and inherent over-strength of a SFRS. For a new SFRS, iterative experimental and numerical validations as outlined in FEMA-P695 [FEMA-P695 2009] can be used to define an appropriate force-based reduction factor. However, this validation process is very lengthy and costly. It is challenging to apply the process to new structural systems. In addition, the force-based design approach often underestimates the inelastic deformation demands of a structure because the approach only satisfies force demands to size structural members. To ensure a structure does not experience high inelastic deformation, the traditional force-based design approach typically requires a series of iterative checks to ensure that the final design will have sufficient strength and stiffness to resist strong earthquake shakings. 2 Equivalent Energy Design Procedure 11 The direct displacement-based design (DDBD) method proposed by Priestley et al. [2007] focuses the seismic design of structures on displacement and ductility rather than force and strength. This method starts with an estimate of structural member sizes. The yield displacement is then calculated based on the yield strain, while the target displacement is calculated based on the ultimate strain of the flexural reinforcement. With these two displacements, the displacement ductility of the equivalent nonlinear single degree-of-freedom (ENLSDOF) system can be determined. The equivalent viscous damping including both elastic and hysteretic damping is then calculated using this ductility for a specific structural system or hysteretic rule. In DDBD, the design displacement spectrum for the calculated equivalent viscous damping needs to be available. From this spectrum, the effective structural period corresponding to the target displacement can be read off. It should be noted that the use of a displacement spectrum in DDBD is opposite to that of an acceleration spectrum in a force-based procedure. Once the period is obtained, the effective structural stiffness is calculated using the mass of the estimated member sizes. Finally, the design base shear is the product of the target displacement and effective structural stiffness. DDBD requires designers to provide a preliminary estimation of member sizes. The final structural stiffness needs to be verified at the end of DDBD to confirm that the initial stiffness assumption is correct. Hence, iterations might be required. 2.1.2 Energy-based design approach Similar to DDBD, energy-balanced design concepts have been well researched and developed over the last five decades. Housner [1956] introduced the energy-based design approach in the First World Conference on Earthquake Engineering. He explained that an earthquake feeds energy, ܧ, into a structure. While some of this energy is dissipated through damping, ܧక, the remaining energy is stored in the structure in the form of kinetic, ܧ, and strain, ܧ, energies. If the structure were designed to remain elastic, ܧ will be stored as the elastic strain energy, ܧ௦ . In the case where the structure yields, ܧ will be separated into elastic strain, ܧ௦ and hysteresis, ܧ, energies. This concept was later elaborated by Uang and Bertero [1988] using the following energy-balanced equation. ܧ ൌ ܧ ܧక ܧ ൌ ܧ ܧక ܧ௦ ܧ Equation 2.1 2 Equivalent Energy Design Procedure 12 Akiyama [1985; 1988; 2000] explained that the same energy-balanced equation can be obtained by multiplying a displacement increment on both sides of the equation of motion and integrating the equation over the duration of a ground motion. He echoed Housner [1956] that ܧ is a stable quantity dependent mainly on the total mass and fundamental period of a structure. It is irrespective to the distribution of mass, strength, and stiffness within a structure. He concluded that the energy concept initiated by Housner [1956] must be the soundest basis for an earthquake design procedure. Akiyama [Fischinger 2014] continued to explain that ܧ tends to change into ܧక and ܧ. A sound estimate of ܧ can be obtained by neglecting ܧక . In other words, ܧ can be approximately equal to ܧ. The essence of earthquake resilience is to design structures with predictable performance. Therefore, it is necessary to know the real contents of ܧ. For a nonlinear structure, ܧ consists of ܧ௦ and ܧ as discussed previously. It is ܧ that an earthquake design procedure should be most interested in because ܧ is an indication of structural damages and energy dissipation. ܧ can be decomposed into component levels and calculated as the sum of the product of force and deformation for each component. The former can be the yielding strength, while the latter can be the cumulative plastic deformation of a component. Although Equation 2.1 describes the relationship among the various energies during an earthquake excitation, it has been found cumbersome to implement in practice [Goel and Chao 2008]. Goel and Chao [2008] developed the performance-based plastic design (PBPD) method based on Housner’s concept. This method is intended to provide a practical design procedure to obtain structural member sizes that satisfy both the strength and drift limits specified by designers. Figure 2.2 summarizes the concept of PBPD. At the target displacement, the energy to be stored by the equivalent linear single degree-of-freedom (ELSDOF) system is equal to ܧ. The energy to be dissipated by an ENLSDOF is equal to the sum of ܧ௦ and ܧ . PBPD recognizes these energies of ELSDOF and ENLSDOF are different and assumes them to be related by a factor, ߛ, as shown in Equation 2.2. 2 Equivalent Energy Design Procedure 13 Figure 2.2 PBPD energy-balanced concept ܧ௦ ܧ ൌ ߛܧ Equation 2.2 Figure 2.3 shows the values of ߛ derived by Goel and Chao [2008]. This derivation is based on an idealized inelastic spectrum published by Newmark and Hall [1982]. Other inelastic spectra such as the ones summarized by Miranda and Bertero [1994] can also be used. PBPD assumes that a portion of the strain energy is dissipated by a structure through a pre-selected yielding mechanism at the target roof drift. Using an energy-balanced concept, the strength and deformation of yielding components can be properly designed, while the remaining structural components can be protected through the capacity design principle. PBPD has been well applied to many code pre-qualified systems, such as steel moment resisting frames, steel concentrically braced frames, steel eccentrically braced frames, and steel special truss moment frames [Goel and Chao 2008]. The design method assumes that a system has a bi-linear force-deformation relationship. Though cyclic degradation can occur during the seismic responses of a SFRS, it is assumed that steel components can be properly detailed to have full energy dissipation after the components yield. In the case of concrete components where cyclic degradation is expected, factors such as C2 in FEMA-440 [2006] can be used to modify a target roof drift [Liao and Goel 2014]. It should be noted that PBPD requires designers to make initial estimate of structural fundamental period. This period is then 2 Equivalent Energy Design Procedure 14 checked at the end of PBPD to verify that the final member sizes can provide the stiffness needed to achieve the estimated period. Hence, iterations might be required. Figure 2.3 Relationship among γ, period, and ductility (μୱ) [Goel and Chao 2008] 2.1.3 Graph-based design approach Performance-spectra-based design (PSBD) method has been proposed by Guo and Christopoulos [2013] to retrofit low- to medium-rise frame structures using supplemental dampers. The resulting force-deformation relationship of a retrofitted structure is tri-linear. The method considers multiple performance targets such as drift, base shear, acceleration, and residual drift. To use PSBD, it requires the construction of performance-spectra (P-spectra) of the original structure. This structure does not have supplemental dampers and is known as the base frame. P-spectra are graphic tools that relate the first mode responses of a base frame, mainly the peak displacement and acceleration, to structural and damping parameters that designers can control. To construct P-spectra, it is necessary to first obtain the base frame fundamental period from eigenvalue analysis and strength from pushover analysis. An ELSDOF system is then generated. In addition, multiple ENLSDOF systems are created by introducing various supplemental dampers to change the stiffness and ductility of the ENLSDOF systems. Time history analysis is conducted on both systems using a suite of ground motions. The maximum acceleration and displacement responses are then obtained. The inelastic responses are normalized by the elastic responses and plotted as P-spectra to 0 0.5 1 1.5 2 2.5 300.20.40.60.811.21.41.61.82Period [Sec] s = 1s = 3s = 5s = 72 Equivalent Energy Design Procedure 15 show the relationship between the ELSDOF and ENLSDOF systems. These spectra allow a direct comparison among different damper strategies that achieve similar performance targets prior to completing a damper design. In practice, designers can plot desired targets on P-spectra and then select damper stiffness and ductility that achieve these targets. It should be noted that P-spectra requires structural member sizes to generate the ENLSDOF system through pushover analysis. Hence, PSBD is ideal for retrofit projects, but can be difficult to apply for new projects. Vargas and Bruneau [2009a] have proposed a design method for fused SFRSs. It is based on a parametric study of the nonlinear behaviour of a SDOF system that has a tri-linear force-deformation relationship. This study results in a dimensionless strength ratio chart (ߟ-chart) that relates the following key parameters: 1) stiffness ratio, ߙ, defined as the relationship between base frame stiffness and fused system initial stiffness, 2) maximum displacement ductility, ߤ௫, defined as the ratio of base frame yielding displacement over fused system yielding displacement, 3) strength ratio, ߟ, defined as the relationship between fused system yielding strength and maximum ground force during an excitation, and 4) structural period, ܶ. By selecting ߙ, ߤ௫, and ܶ, ߟ can be read off the ߟ-chart to calculate the design base shears for the base and fused frames. To control structural and non-structural damages, it is typical to limit storey drift. This can be achieved by selecting an appropriate structural period that results in an adequate structural stiffness. This selection, however, creates a potential conflict, because both ܶ and ߙ are related to the initial stiffness of a fused system. Selecting both ܶ and ߙ based on different criteria might result in design iterations. ߟ -chart requires an engineer to determine and verify the actual values of the abovementioned key parameters via eigenvalue and pushover analyses after members are sized, and hence is an iterative process. 2.2 Equivalent energy design procedure As reviewed in Section 2.1, an efficient design approach for fused SFRSs needs to directly take structural strength and ductility into consideration. The design parameters associated to force-deformation can be approximated using an equivalent SDOF system without nonlinear static or dynamic analysis. Designers should be able to select structural members to achieve the strength and stiffness requirements without iterations. More importantly, an ideal design 2 Equivalent Energy Design Procedure 16 approach should also incorporate the concept of multiple performance objectives when a structural system is subjected to different levels of earthquake shaking intensities. To achieve all these objectives, the equivalent energy design procedure (EEDP) is developed. Table 2.1 summarizes the similarities and differences between the reviewed alternative design approaches. Table 2.1 Comparison of EEDP with various alternative design approaches Features & requirements EEDP DDBD PBPD P-spectra ߟ-chart Incorporate multiple hazard levels Achieve multiple performance objectives Consider tri-linear force-deformation relationship Based on nonlinear SDOF responses Pre-select yielding mechanism & capacity design Require structural period estimation Require preliminary member sizes Require minimum iterations Require nonlinear analyses In general, both EEDP and P-spectra adopt the concept that structures shall be designed to achieve different performance objectives at different earthquake shaking intensities. EEDP, P-spectra, and ߟ-chart are developed for systems with added energy dissipation where the overall fused systems behave with a tri-linear force-deformation relationship. All the alternative design approaches are based on the study of equivalent SDOF systems and allow users to pre-select a yielding mechanism and capacity. Some of the approaches (PBPD, P-spectra, and ߟ-chart) require an initial estimate of structural period, while the others (DDBD and P-spectra) require an initial estimate of member sizes. All the approaches, except EEDP, need minimum iterations. Lastly, P-spectra and ߟ-chart involve nonlinear analysis which might be less desirable for a typical engineering office due to time and budget constraints. Figure 2.4 illustrates the concept of EEDP. In this figure, the force-deformation response of a fused SFRS is approximated by the ENLSDOF system. The energy to be dissipated by the ENLSDOF system is related to the energy of an ELSDOF system. In the case of a structural system where its higher mode participation is significant, higher mode modification factors 2 Equivalent Energy Design Procedure 17 similar to ܯ௩ and ܬ presented in NBCC [2005] can be introduced. The vertical axis represents the base shear, ܨ, which is calculated using the pseudo acceleration, ܵ, multiplied by the structural mass, ݉. The horizontal axis represents the roof drift ratio, ∆, which is the roof displacement normalized by the structural height, ܪ. ܨ௬ (ൌ ሺܵሻ௬݉) and ܨ (ൌ ሺܵሻ݉) are the yielding and plastic base shears of the ENLSDOF system, respectively. ∆௬ and ∆ are the yielding and plastic roof drift ratios of the ENLSDOF system that correspond to the base shears of ܨ௬ and ܨ , respectively. ∆௨ is the ultimate roof drift ratio of the ENLSDOF. Equation 2.3 is adopted from ASCE/SEI 41-06 [2006] to modify the spectrum displacement, ܵௗ, of an ELSDOF system to the roof displacement of a multiple DOF system. Figure 2.4 EEDP energy-balanced concept ∆ൌ ሺܥܵௗሻ ܪ⁄ Equation 2.3 where ܥ is the coefficient to modify the spectrum displacement, ܵௗ, of an ELSDOF system to the roof displacement of a multiple DOF system. EEDP is developed for fused SFRSs with a behaviour shown in Figure 2.1. The different performance objectives are related to three target seismic hazard levels as illustrated in Figure 2.4. For discussion purposes, the IO performance objective is achieved when a structure is subjected to a SLE hazard level. The RR and CP performance objectives are 2 Equivalent Energy Design Procedure 18 achieved when a structure is subjected to DBE and MCE hazard levels, respectively. The selection of hazard levels at different performance objectives is completely arbitrary. Designers can select other hazard levels that suite their performance needs. EEDP is not an iterative design procedure. The design parameters are logically determined as designers progressively choose performance objectives and design hazards. Without preliminary estimations, structural member sizes are selected using these parameters. The following sections detail the five key steps of EEDP. Section 2.2.1 thru Section 2.2.3 explains how the selection of hazard levels translates to system design backbone. Section 2.2.4 calculates design base shears. Section 2.2.5 discusses the vertical distribution of base shears as well as the design of yielding and non-yielding members. 2.2.1 Service level earthquake hazard level At the SLE hazard level, a structure is designed to remain elastic. Hence, it is able to achieve the IO performance objective. As shown in Figure 2.5(a), the force-deformation relationship shall remain linear. The intersection of the system capacity and hazard demand curves can be defined using four parameters namely the elastic period (ܶ), yielding base shear (ܨ௬), shaking intensity at the SLE hazard level, and yielding roof drift ratio (∆௬ൌ ∆ௌாൌ ܥሺܵௗሻௌா ܪ⁄ ). Because these parameters are not independent, only two of the four parameters can be selected by designers, and the other two have to be back calculated. Over selecting the parameters violate the principle of equal energies and result in unrealistic structures with unexpected performances. It is recommended that designers start EEDP by selecting the SLE hazard level. This defines the largest earthquake shaking intensity where both structural and non-structural components shall remain elastic and hence undamaged. It should be noted that the SLE shaking intensity is directly related to the elastic performance of a structure. Selecting a high SLE shaking intensity will result in a strong structure which can withstand a large ground motion without damages. However, such a selection will increase material usages and lead to an expansive design. Once the SLE shaking intensity is selected, designers can proceed to select ∆௬ to define the largest deformation where structural and non-structural components can deform 2 Equivalent Energy Design Procedure 19 elastically. With ∆௬ selected, ܨ௬ can be identified from the intersection of the SLE hazard curve and ∆௬ on Figure 2.5(a). With ∆௬ and ܨ௬ identified, the elastic period of the ENLSDOF system, ܶ , which is the same as that of the ELSDOF system, can be calculated using Equation 2.4. (a) Correlation of ܶ, ܨ௬, SLE, and ∆௬ (b) Structural options with capped ∆௬ and ܨ௬Figure 2.5 IO performance objective at SLE hazard level ܶ ൌ ଶగఠ ൌ 2ߨටଵఠమ ൌ 2ߨඨௌೌ ఠమൗௌೌ ൌ 2ߨටௌௌೌ ൌ 2ߨට൫∆ு൯ ⁄ி ⁄ Equation 2.4 where ߱ is the natural frequency of vibration; ∆௬ൌ ∆ௌாൌ ܥሺܵௗሻௌா ܪ⁄ based on Equation 2.3; ܨ௬ ൌ ܨௌா ൌ ሺܵሻௌா݉. At the onset of a project, the intended usage and construction material are typically known. This provides sufficient input to estimate the overall structural mass. Often time, the architect together with the owner and design team select the location and type of the SFRS in a structure to satisfy the space requirements. The overall structural stiffness can then be approximated before individual structural member sizes are designed. With the mass and stiffness information, it is possible to obtain a rough approximation of the structural period. Instead of selecting ∆௬ , it can now be identified from the intersection of the SLE hazard 2 Equivalent Energy Design Procedure 20 curve and ܶ on Figure 2.5(a). When the resulting ∆௬ is not desirable, the SLE hazard level should be adjusted for the same structural period. Structural and non-structural components are typically damaged due to excessive drifts. Designers can avoid these damages by limiting ∆௬. Construction costs can be measured by material weight which is proportional to base shear. Designers can control the costs by limiting ܨ௬. At the onset of a project, designers can pre-determine these limiting ∆௬ and ܨ௬ to define the maximum SLE hazard curve as shown in Figure 2.5(b). If the design SLE hazard curve is lower than the maximum SLE curve, the design SLE curve together with the limiting ∆௬ and ܨ௬ defines a maximum structural period, ܶ௫, and minimum structural period, ܶ, respectively. As shown in the figure, a range of potential structural systems in between ܶ௫ and ܶ can then be selected to satisfy both of the pre-determined damage and cost criteria. In this approach, two of the four parameters, namely the SLE hazard curve and elastic period, are selected, while the other two are back calculated. Therefore, the principle of equal energies is not violated. 2.2.2 Design based earthquake hazard level After the structural parameters at the SLE hazard level have been defined, designers then select the DBE hazard level and plastic roof drift ratio, ∆ . This defines the earthquake shaking intensity and roof drift ratio within which structural fuses are designed to yield and remain effective without fractures in order to protect the rest of a structure from damages. Figure 2.6 shows the expected performances of the ELSDOF and ENLSDOF systems when the shaking intensity increases from SLE to DBE. The incremental energy of the ELSDOF system from an earthquake when the shaking intensity increases from SLE to DBE is defined as ∆ܧாଵ which can be determined using Equation 2.5. This equation uses the area hatched as ∆ܧாଵ on Figure 2.6. The incremental energy of the ENLSDOF system when pushed monotonically from the SLE to DBE shaking intensity is defined as ∆ܧேெଵ which can be determined using Equation 2.6. This equation uses the area hatched as ∆ܧேெଵ on Figure 2.6. The incremental energy of the ENLSDOF system when subjected to ground motions of increasing shaking intensity from SLE to DBE 2 Equivalent Energy Design Procedure 21 is defined as ∆ܧேଵ. EEDP equates ∆ܧாଵ to ∆ܧேଵ as shown in Equation 2.7. However, it is not possible to determine ∆ܧேଵ prior to knowing structural member sizes. To eliminate design iterations, it is practical to relate ∆ܧாଵ to ∆ܧேெଵ while preserving the energy equality. This is done by recognizing that when the ENLSDOF system is subjected to a cyclic dynamic load, energy is dissipated through all the cycles. This dissipation is greater than that through a simple monotonic pushover load. Therefore, an energy modification factor, ߛ, that is greater than unity is introduced. The derivation of ߛ will be provided in Section 2.3.1. Substituting Equation 2.7 into Equation 2.6 gives the plastic base shear, ܨ , as shown in Equation 2.8. Figure 2.6 RR performance objective at DBE hazard level ∆ܧாଵ ൌ ଶ ሾሺܵሻா ሺܵሻௌாሿሾሺܵௗሻா െ ሺܵௗሻௌாሿ Equation 2.5 where ሺܵሻௌா is the pseudo acceleration of the ELSDOF system at the SLE shaking intensity; ሺܵሻா is the pseudo acceleration of the ELSDOF system at the DBE shaking intensity; ሺܵௗሻௌா is the spectrum displacement of the ELSDOF system at the SLE shaking intensity; ሺܵௗሻா is the spectrum displacement of the ELSDOF system at the DBE shaking intensity. 2 Equivalent Energy Design Procedure 22 ∆ܧேெଵ ൌ ுଶ ൣሺܵሻ ሺܵሻ௬൧൫∆ െ ∆௬൯ Equation 2.6 where ሺܵሻ௬ is the pseudo acceleration of the ENLSDOF system at ∆௬; ሺܵሻ is the pseudo acceleration of the ENLSDOF system at ∆. ∆ܧாଵ ൌ ∆ܧேଵ ൌ ߛ∆ܧேெଵ Equation 2.7 ܨ ൌ ଶ∆ாಶభఊೌு൫∆ି∆൯ െ ܨ௬ Equation 2.8 2.2.3 Maximum considered earthquake hazard level At this stage of EEDP, designers should define the MCE hazard level and ensure a fused SFRS can withstand this earthquake shaking intensity without collapse. It is achieved by designing structural fuses to maintain their yielding strength until the structure reaches the ultimate roof drift ratio, ∆௨. Meanwhile, the remaining structure is designed to dissipate the additional earthquake energy after the structure deforms beyond the plastic roof drift ratio, ∆. The combination of structural fuses (primary system) and remaining structure (secondary system) creates the tri-linear force-deformation response of a fused SFRS as shown in Figure 2.4. Figure 2.7 shows the expected performances of the ELSDOF and ENLSDOF systems when the shaking intensity increases from DBE to MCE. The incremental energy of the ELSDOF system from an earthquake when the shaking intensity increases from DBE to MCE is defined as ∆ܧாଶ which can be determined using Equation 2.9. This equation uses the area hatched as ∆ܧாଶ on Figure 2.7. The incremental energy of the ENLSDOF system when pushed monotonically from the DBE to MCE shaking intensity is defined as ∆ܧேெଶ which can be determined using Equation 2.10. This equation uses the area hatched as ∆ܧேெଶ on Figure 2.7. The incremental energy of the ENLSDOF system when subjected to ground motions of increasing shaking intensity from DBE to MCE is defined as ∆ܧேଶ . EEDP equates ∆ܧாଶ to ∆ܧேଶ as shown in Equation 2.11. Using a similar equal energy concept to ߛ , a modification factor, ߛ , that is greater than unity is introduced. The derivation of ߛ will be provided in Section 2.3.2. Substituting Equation 2.11 into Equation 2.10 gives ∆௨ as shown in Equation 2.12. 2 Equivalent Energy Design Procedure 23 Figure 2.7 CP performance objective at MCE hazard level ∆ܧாଶ ൌ ଶ ሾሺܵሻொ ሺܵሻாሿሾሺܵௗሻொ െ ሺܵௗሻாሿ Equation 2.9 where ሺܵሻொ is the pseudo acceleration of the ELSDOF system at the MCE shaking intensity; ሺܵௗሻொ is the spectrum displacement of the ELSDOF system at the MCE shaking intensity. ∆ܧேெଶ ൌ ሺܵሻ݉ܪ൫∆௨ െ ∆൯ ൌ ܨܪ൫∆௨ െ ∆൯ Equation 2.10 ∆ܧாଶ ൌ ∆ܧேଶ ൌ ߛ∆ܧேெଶ Equation 2.11 ∆௨ൌ ∆ாಶమఊ್ிு ∆ Equation 2.12 2.2.4 Design base shear distribution A fused SFRS consists of a primary (structural fuse) and secondary (remaining structure) SFRSs. Figure 2.8 shows the expected force-deformation responses of these systems. To design a fused SFRS, the tri-linear force-deformation response defined using EEDP thus far needs to be distributed between the sub-SFRSs. 2 Equivalent Energy Design Procedure 24 Figure 2.8 Distribution of design base shears to primary and secondary SFRSs The yielding strength of the primary SFRS, ܨோ, can be established based on the equilibrium relationship at ∆௬ on Figure 2.8. ܨோ ൌ ܨ௬ െ ܨௌா,௬ Equation 2.13 where ܨௌா,௬ is the strength of the secondary SFRS at ∆௬. The yielding strength of the secondary SFRS, ܨௌா, can be expressed in terms of ܨௌா,௬ since the system is assumed to be linear and elastic until ∆. ܨௌா ൌ ߤܨௌா,௬ Equation 2.14 where ߤ is defined as the ratio of ∆ over ∆௬. With Equation 2.13 and Equation 2.14, the equilibrium relationship at ∆ on Figure 2.8 can be expressed as follow. ܨ ൌ ܨோ ܨௌா ൌ ܨ௬ െ ܨௌா,௬ ߤܨௌா,௬ Equation 2.15 Equation 2.15 can be re-arranged for ܨௌா,௬. 2 Equivalent Energy Design Procedure 25 ߤܨௌா,௬ െ ܨௌா,௬ ൌ ܨௌா,௬൫ߤ െ 1൯ ൌ ܨ െ ܨ௬ → ܨௌா,௬ ൌ ൫ிିி൯൫ఓିଵ൯ ൌಷಷ൫ிିி൯൫ఓିଵ൯ ൌఒிିி൫ఓିଵ൯ ൌிሺఒିଵሻ൫ఓିଵ൯ Equation 2.16 where ߣ is defined as the ratio of ܨ over ܨ௬. Substitute Equation 2.16 into Equation 2.13 and Equation 2.14 to obtain ܨோ and ܨௌா , respectively. ܨோ ൌ ܨ௬ െ ிሺఒିଵሻ൫ఓିଵ൯ ൌி൫ఓିଵ൯ିிሺఒିଵሻ൫ఓିଵ൯ ൌ ܨ௬൫ఓିఒ൯൫ఓିଵ൯ Equation 2.17 ܨௌா ൌ ߤܨ௬ ሺఒିଵሻ൫ఓିଵ൯ Equation 2.18 It should be noted that the primary SFRS is designed to yield prior to the secondary SFRS. On the other hand, the yielding strength of the primary can be either higher or lower than that of the secondary depending on designers’ choices on the SLE and DBE shaking intensities. Figure 2.9(a) and Figure 2.9(b) use identical EEDP parameters except that the SLE shaking intensity is lower in Figure 2.9(b). As a result, the yielding strength of the primary SFRS is lower than that of the secondary. (a) ܨோ ܨௌா (b) ܨோ ൏ ܨௌா Figure 2.9 Comparison of design base shears in primary and secondary SFRSs 0 0.01 0.02 0.03 0.04 0.0500.511.5Roof drift ratio, = Sd/HPseudo acceleration, Sa FusedPrimarySecondaryElasticMCEDBESLE0 0.01 0.02 0.03 0.04 0.0500.511.5Roof drift ratio, = Sd/HPseudo acceleration, Sa FusedPrimarySecondaryElasticMCEDBESLE2 Equivalent Energy Design Procedure 26 2.2.5 Plastic and capacity design Once the yielding strength and deformation of the primary and secondary SFRSs have been established, designers can then select a yielding mechanism and associated yielding elements for each system. Because the yielding mechanism is defined for a multiple DOF system, the calculated design base shears by Equation 2.17 and Equation 2.18 need to be distributed over the structure height. Equation 2.19 shows the distribution proposed by Chao et al. [2007]. This distribution is not assuming the first mode shape. Rather, it is derived based on a range of nonlinear dynamic analysis and validated using the 21 ground motions obtained from the SAC (SEAOC, ATC, and CUREe) Los Angeles region study [FEMA-355C 2000]. It is intended to distribute the design base shears to match the demands observed in the nonlinear dynamic analysis, and hence, to promote simultaneous yielding or distributed damage of the yielding elements at all floors. With the yielding mechanism and vertical force distribution defined, the strength and ductility of the yielding elements can then be calculated using kinematic energy equilibrium method. Capacity design principle is employed to ensure that the non-yielding elements are protected. It should be noted that all loads including gravity need to be accounted for during the plastic and capacity design processes. ܨோ, ൌ ܥ′௩ܨோ and ܨௌா, ൌ ܥ′௩ܨௌா Equation 2.19 where ܨோ, and ܨௌா, are the storey shear of the primary and secondary SFRSs, respectively; ܥ′௩ ൌ ሺߚ െ ߚାଵሻ ൬ ௪∑ ௪ೕೕೕసభ ൰.ହ்షబ.మ; ߚ ൌ ൬∑ ௪ೕೕೕస௪ ൰.ହ்షబ.మ ሺݓ݄݁݊ ݅ ൌ ݊, ߚାଵ ൌ 0 ); ݓ and ݓ are the seismic weight of level j and roof, respectively; ݄ and ݄ are the height of level j and roof measured from the base, respectively. 2.3 Energy modification factors Housner [1960] recognized that the energy dissipated by the ENLSDOF system is only a fraction of the energy stored by the ELSDOF system. However, he did not pursue the research to quantify the ratio between these two energies. Goel and Chao [2008] used the idealized inelastic spectra of elastic-plastic SDOF systems produced by Newmark and Hall [1982] to determine the ratio. This ratio is termed energy modification factor, ߛ, shown in Equation 2.20. 2 Equivalent Energy Design Procedure 27 ߛ ൌ ଶఓೞିଵோഋమ Equation 2.20 where μ௦ is the ductility factor ൫ൌ ∆௫ ∆௬⁄ ൯; ܴஜ is the ductility reduction factor ൫ൌ ܨ ܨ௬⁄ ൯; the definitions of the variables are shown in Figure 2.2. The energy modification factor proposed by Goel and Chao [2008] is for a bi-linear system. In PBPD, a system is targeted to satisfy both the MCE and DBE shaking intensities. Because it is difficult to satisfy both intensities at the same time, the final design is typically governed by one of the intensities. EEDP, on the other hand, is designed to achieve three different performance objectives at three different shaking intensities. Therefore, two energy modification factors are required for an EEDP design. ߛ is used to modify the incremental energy when the shaking intensity increases from SLE to DBE, and ߛ is used when the intensity increases from DBE to MCE. Section 2.3.1 and Section 2.3.2 present the procedures to quantify the ߛ and ߛ factors, respectively, which are based on a large array of nonlinear dynamic time history analyses. The first step to determine the energy modification factors in EEDP is to study the roof drift ratios of the ENLSDOF system subjected to ground motions. A suite of 20 ground motions from ten different earthquakes are selected from the PEER strong motion database [2010] and summarized in Table 2.2. Earthquake records are selected to have various fault mechanisms and an average shear wave velocity in the top 30 meters of soil within 180m/s and 360m/s. The target spectra are adopted from Yang et al. [2012]: 1) MCE hazard level having a 2% probability of exceedance in 50 years; 2) DBE hazard level having a 10% probability of exceedance in 50 years; 3) SLE hazard level having an 87% probability of exceedance in 50 years. Table 2.2 Ground motions (GMs) used for energy modification factors GM Name Year Magnitude NGA# Mechanism Vs,30 (m/s) Record 1 Imperial Valley 1979 6.53 184 Strike-slip 202.3 H-EDA270 H-EDA360 2 Superstition 1987 6.54 721 Strike-slip 192.1 B-ICC000 B-ICC090 2 Equivalent Energy Design Procedure 28 Table 2.2 Ground motions (GMs) used for energy modification factors GM Name Year Magnitude NGA# Mechanism Vs,30 (m/s) Record 3 Spitak, Armenia 1988 6.77 730 Reverse-oblique 274.5 GUK000 GUK090 4 Loma Prieta 1989 6.93 733 Reverse-oblique 271.1 A2E000 A2E090 5 Erzican, Turkey 1992 6.69 821 Strike-slip 274.5 ERZ-EW ERZ-NS 6 Big Bear 1992 6.46 902 Strike-slip 345.4 DHP090 DHP360 7 Northridge 1994 6.69 949 Reverse 297.7 ARL090 ARL360 8 Kobe, Japan 1995 6.90 1119 Strike-slip 312.0 TAZ000 TAZ090 9 Chi-Chi, Taiwan 1999 7.62 1183 Reverse-oblique 210.7 CHY008-N CHY008-W 10 Duzce, Turkey 1999 7.14 1602 Strike-slip 326.0 BOL000 BOL090 2.3.1 ࢽ – Energy modification factor from SLE to DBE ߛ relates the incremental monotonic and cyclic energies of the ENLSDOF system as the earthquake shaking intensity increases from the SLE to DBE hazard level. For a selected ∆, there are many possible post-yielding behaviour depending on the value of ߛ. As shown in Figure 2.10, ሺγୟሻ௫ will result in an elastic-plastic behaviour, while ሺγୟሻ will result in an elastic-linear behaviour. A value of ߛ in between ሺγୟሻ௫ and ሺߛሻ will lead to a bi-linear behaviour shown as the dashed line in Figure 2.10. To determine the appropriate factor for the selected ∆, all possible values of ߛ are tried. For each trial, the force-deformation backbone curve defined by Equation 2.8 is assigned to the ENLSDOF system which is then excited by the 20 ground motions as presented in Table 2.2. The motions are amplitude scaled to match the DBE target spectrum. The medium of the maximum roof drift ratio is plotted against the trial ߛ as shown in Figure 2.11. EEDP only uses the converged ߛ such that the roof drift ratio due to ground motions at the DBE shaking intensity matches the selected ∆. This converged ߛ can be easily identified on the figure. 2 Equivalent Energy Design Procedure 29 Figure 2.10 Effect of ߛ on ܨ with constant ∆ Figure 2.11 Effect of ߛ on roof drift ratio The process is then repeated for different ∆ and structural period, ܶ. The detailed results are given in Appendix A. The converged ߛ is plotted against ߤ defined as the ratio of ∆ over ∆௬ and shown in Figure 2.12. It should be noted that ∆ is bounded to ensure energies are balanced. If ∆ is too small, there is insufficient displacement capacity in structural fuses to 1.4 1.6 1.8 2 2.2 2.4 2.6 2.822.12.22.32.42.52.62.72.8Trial aMedian roof drift ratio [%]selected ∆converged ߛ based on ሺߛሻ based on ሺߛሻ௫2 Equivalent Energy Design Procedure 30 dissipate earthquake energy. On the other hand, if ∆ is too large, there is not enough earthquake energy to be dissipated by the fuses. Based on the findings indicated in Figure 2.12(a), Figure 2.12(b), and Figure 2.12(c), ߛ is relatively constant when ܶ is less than 1.2 seconds. When ܶ is more than 1.2 seconds, ߛ decreases linearly with increasing ductility as shown in Figure 2.12(d). To simplify the use of ߛ, the data are fitted by a linear trend line that has an applicable range of ߤ in between 2.5 and 3.2. For ܶ in between 0.5 and 0.6 second, ߛ should be linearly interpolated and ߤ bound of Figure 2.12(a) should be used. For ܶ in between 0.8 and 0.9 second, ߛ should be linearly interpolated and ߤ bound of Figure 2.12(b) should be used. For ܶ in between 1.1 and 1.2 seconds, ߛ should be linearly interpolated and ߤ bound of Figure 2.12(c) should be used. (a) ܶ 0.5ݏ݁ܿ (b) 0.6sec ܶ 0.8ݏ݁ܿ (c) 0.9sec ܶ 1.1ݏ݁ܿ (d) 1.2sec ܶ 3.0ݏ݁ܿ Figure 2.12 Incremental energy modification factor for SLE to DBE 2.3.2 ࢽ – Energy modification factor from DBE to MCE ߛ relates the incremental monotonic and cyclic energies of the ENLSDOF system as the earthquake shaking intensity increases from the DBE to MCE hazard level. ߛ can be calculated using Equation 2.12 where ∆௨ is the median maximum roof drift ratio calculated using the ground motions presented in Table 2.2. The motions are amplitude scaled to match 0.00.51.01.52.02.54.5 5.0 5.5 6.0ɣ aµp0.01.02.03.04.03.3 3.6 3.9 4.2 4.5ɣ aµp0.01.02.03.04.03.0 3.1 3.2 3.3ɣ aµpɣa = ‐1.57µp + 6.221.01.52.02.53.02.0 2.5 3.0 3.5 4.0ɣ aµpɣa = 1.25 ɣa = 1.85 ɣa = 2.4 2 Equivalent Energy Design Procedure 31 the MCE target spectrum. The results are shown in Figure 2.13. Similar to ߛ, Figure 2.13(a), Figure 2.13(b), and Figure 2.13(c) show that ߛ is relatively constant when ܶ is less than 1.2 seconds. When ܶ is more than 1.2 seconds, ߛ decreases linearly with increasing ductility as shown in Figure 2.13(d). To simplify the use of ߛ, the data are fitted by a linear trend line that has an applicable range of ߤ in between 2.5 and 3.2. For ܶ in between 0.5 and 0.6 second, 0.8 and 0.9 second, as well as 1.1 and 1.2 seconds, the same rules of linear interpolation and ߤ bound from ߛ should apply to ߛ. (a) ܶ 0.5ݏ݁ܿ (b) 0.6sec ܶ 0.8ݏ݁ܿ (c) 0.9sec ܶ 1.1ݏ݁ܿ (d) 1.2sec ܶ 3.0ݏ݁ܿ Figure 2.13 Incremental energy modification factor for DBE to MCE 2.4 Numerical validation Figure 2.14 shows the prototype building used to validate EEDP. It is a simple one-storey one-bay fused truss moment frame (FTMF) which will be further elaborated in Chapter 3. The gravity system consists of long span truss and columns. The SFRS attributes to the primary system of axial braces and secondary system of moment connections. As the frame is displaced laterally, the primary SFRS dissipates earthquake energy thru axial yielding after ∆௬, and the secondary SFRS is activated after ∆. 0.00.51.01.52.02.54.5 5.0 5.5 6.0ɣ bµp0.01.02.03.04.03.3 3.6 3.9 4.2 4.5ɣ bµp0.02.04.06.03.0 3.1 3.2 3.3ɣ bµpɣb = ‐2.47µp + 9.591.02.03.04.05.02.0 2.5 3.0 3.5 4.0ɣ bµpɣb = 3.6 ɣb = 2.1 ɣb = 1.15 2 Equivalent Energy Design Procedure 32 Figure 2.14 Prototype FTMF To verify that ߛ and ߛ as presented in Figure 2.12 and Figure 2.13, respectively, are not site and hazard dependent, three sets of target spectra as shown in Figure 2.15 are used for validation. Figure 2.15(a) shows the hazard demand based on a site specific study in Berkeley, California. It represents a site with a high seismicity. Figure 2.15(b) and Figure 2.15(c) are the hazard demands based on Los Angeles in California and Seattle in Washington, respectively. These represent sites with a lower seismicity. Although the MCE shaking intensities in Figure 2.15(b) and Figure 2.15(c) are similar, these two sites are purposely selected because the SLE and DBE intensities are significantly different. This difference results in very different incremental energies at each site when the shaking increases from the SLE to DBE and DBE to MCE intensity. Varying incremental energy is an important parameter to validate the robustness of the energy modification factors presented in Figure 2.12 and Figure 2.13. (a) UCB [2003] (b) Yang et al. [2012] (c) FEMA-355C [2000] Figure 2.15 Target spectra 0 0.02 0.04 0.06 0.08 0.100.511.522.533.5Roof drift ratio, = Sd/HPseudo acceleration, Sa MCEDBESLE0 0.02 0.04 0.06 0.08 0.100.511.522.533.5Roof drift ratio, = Sd/HPseudo acceleration, Sa MCEDBESLE0 0.02 0.04 0.06 0.08 0.100.511.522.533.5Roof drift ratio, = Sd/HPseudo acceleration, Sa MCEDBESLE2 Equivalent Energy Design Procedure 33 For each site, FTMFs with structural periods in between 0.4 and 2.6 seconds are studied. The maximum and minimum ߤ specified in Figure 2.12 and Figure 2.13 are used to obtain energy modification factors and EEDP design parameters. For each FTMF, the force-deformation design backbones of the primary and secondary SFRSs calculated by EEDP are assigned to the axial and flexural hinges, respectively, as shown in Figure 2.14. The non-yielding elements are assumed to be elastic. Each FTMF is subjected to the Table 2.2 ground motions amplitude scaled to the Figure 2.15 target spectra at the structural period. The results of the nonlinear dynamic analyses are shown in Figure 2.16, Figure 2.17, and Figure 2.18 for Berkeley, Los Angeles, and Seattle, respectively. The vertical axis of the figures shows the median maximum roof drift ratio of the frame. The horizontal axis indicates the target roof drift ratio. When the data points line up with the dashed lines in the figures, it implies that the median ratio matches the target ratio, i.e. predictable system behaviour. This is true under the SLE shaking intensity at all the sites. Although some data dispersion is observed as the earthquake shaking intensity increases, it is practical to conclude that an EEDP designed system exhibit predictable responses. (a) SLE shaking intensity (b) DBE shaking intensity (c) MCE shaking intensityFigure 2.16 Validation of EEDP with target spectra from UCB [2003] 0120 1 2Median roof drift ratio [%]Δy [%]01234560 1 2 3 4 5 6Median roof drift ratio [%]Δp [%]01234567890 1 2 3 4 5 6 7 8 9Median roof drift ratio [%]Δu [%]2 Equivalent Energy Design Procedure 34 (a) SLE shaking intensity (b) DBE shaking intensity (c) MCE shaking intensity Figure 2.17 Validation of EEDP with target spectra from Yang et al. [2012] (a) SLE shaking intensity (b) DBE shaking intensity (c) MCE shaking intensityFigure 2.18 Validation of EEDP with target spectra from FEMA-355C [2000] 2.5 Summary With an increasing trend to build resilient communities towards future earthquakes, innovative resilient fused structures are being developed. These structures use structural fuses to dissipate earthquake energy. These fuses are decoupled from the gravity system and hence can be repaired or replaced efficiently to expedite recovery effort. The implementation of innovative earthquake resilient fused structures will not be possible unless there is a simple and practical design procedure. In this chapter, a novel energy design procedure called EEDP is presented to design fused SFRSs. This procedure directly takes structural strength and ductility into consideration. As compared to the other existing alternative 010 1Median roof drift ratio [%]Δy [%]012340 1 2 3 4Median roof drift ratio [%]Δp [%]01234560 1 2 3 4 5 6Median roof drift ratio [%]Δu [%]010 1Median roof drift ratio [%]Δy [%]01230 1 2 3Median roof drift ratio [%]Δp [%]01234560 1 2 3 4 5 6Median roof drift ratio [%]Δu [%]2 Equivalent Energy Design Procedure 35 procedures, it does not require an estimation of member sizes nor design iterations. It allows designers to select multiple performance objectives at different earthquake shaking intensities. While the procedure is based on simple energy equivalence between inelastic and elastic systems, it recognizes the difference in energy dissipation between a system which is subjected to a monotonic pushover and that subjected to a cyclic dynamic load. This difference is addressed via energy modification factors developed using the responses of nonlinear SDOF systems through time history analysis. EEDP can be implemented through the following simple steps: 1) select performance objectives under different earthquake shaking intensities; 2) select yielding roof drift ratio; 3) select plastic roof drift ratio; 4) calculate ultimate roof drift ratio; 5) calculate strength requirements for the primary and secondary SFRSs; and 6) select yielding mechanisms to plastic design yielding members and capacity design non-yielding members. The concept of EEDP is validated using nonlinear dynamic analysis of a prototype fused SFRS. The result shows that the proposed EEDP can achieve the multiple performance objectives as selected by designers at different earthquake shaking intensities. 3 Earthquake Resilient Fused Structure 36 Chapter 3 Earthquake Resilient Fused Structure The recent earthquakes in Japan and New Zealand have shown that even developed countries with modern building codes are not resilient. Severe damages are evident in structures. These damages are challenging to repair and cause prolonged downtime. In the case of New Zealand, it is possible that up to 50% of the buildings at the central business district of Christchurch will be demolished due to damages [Eguchi et al. 2012]. It is obvious that a large portion of the population will have to be displaced, and some might not return. The emigration further delays the recovery phase of earthquake resilience. Ultimately, it leads to de-urbanization and causes economic threats and social losses. The issue lies in the fundamental approach in structural design where earthquake energy is absorbed through inelastic deformation, i.e. through permanent damages, of structural components. Often times, these components form a part of the gravity system. They have not yet been designed to be easily inspected, repaired, or replaced. In another word, the notion of post-earthquake recovery has not yet been included in typical structural systems. To improve post-disaster performances, earthquake resilient fused structural systems have been developed in the past [Yang et al. 2015; Lopes et al. 2012; Erochko et al. 2013; Vargas and Bruneau 2009b; El-Bahey and Bruneau 2010]. These systems are earthquake resilient because they are designed to be functional immediately or shortly after a strong earthquake shaking with no or minimum repair. It is achieved through the use of structural fuses. Fuses are designed to dissipate earthquake energy and to protect the main structural and non-structural components from damages. A well designed fused structural system shall have its structural fuses decoupled from the gravity system, which means that the fuses can be 3 Earthquake Resilient Fused Structure 37 inspected, repaired, or replaced efficiently after a strong earthquake shaking. This minimizes the repair costs and downtime, and ultimately, enhances the resilience of the structure against future earthquakes. A well designed fused structural system shall also be able to achieve different performance objectives at different earthquake shaking intensities. This can be accomplished by varying the fuse capacity as well as system stiffness and strength without significantly impacting the structural layout. In this chapter, an innovative earthquake resilient fused structural system or fused seismic force resisting system (SFRS) is proposed. It is named the fused truss moment frame (FTMF). Section 3.1 first explains the structural mechanism. A prototype building of the FTMF is then designed using the equivalent energy design procedure (EEDP) as presented in Chapter 2. In Section 3.2, a detailed numerical model of the prototype is created using Open System for Earthquake Engineering Simulation (OpenSees) [PEER 2013]. The nonlinear force-deformation responses of the key structural components are calibrated against the available experimental data. The model is then subjected to a large array of nonlinear time history analyses to assess its structural performances. In Section 3.3, the adjusted collapse margin ratio of the system is determined via incremental dynamic analysis to confirm its seismic safety against strong earthquake shakings. This chapter intends to demonstrate that an earthquake resilient fused structure can be efficiently and safely designed using EEDP. 3.1 Fused truss moment frame A fused truss moment frame (FTMF) is proposed. Such a frame utilizes conventional long-span trusses to resist gravity loads and at the same time, incorporates structural fuses to be its primary SFRS. In addition, a secondary SFRS is in place to mitigate structural collapse after fuse yielding. Section 3.1.1 and Section 3.1.2 explain the mechanism and design of a FTMF, respectively. 3.1.1 Mechanism of FTMF Steel trusses are structurally efficient to span long distance and are commonly found in convention centres, lecture halls, auditoriums, airports, and other open space applications. They typically form a significant part of the gravity system within a structure. Their use for 3 Earthquake Resilient Fused Structure 38 earthquake loads has been limited due to the lack of lateral stiffness and ductility of the structural members. In this chapter, a fused truss moment frame (FTMF) as shown in Figure 3.1(a) is proposed for seismic applications. This configuration has been originally proposed by Wongpakdee et al. [2014] and Yang et al. [2014]. A FTMF preserves the architectural flexibility of a moment resisting frame, while introducing designated energy dissipation structural fuses to enhance structural resilience after a strong earthquake shaking. Similar to conventional long-span trusses, a FTMF uses continuous top and bottom chords with vertical and diagonal web members to create open space. Out-of-plane braces at each truss panel point are provided for overall stability against lateral torsional buckling. To enhance in-plane truss lateral stiffness and ductility, a FTMF incorporates proprietarily designed buckling restrained braces (BRBs) by StarSeismic at the end panels of a truss as its structural fuses. These BRBs form the primary SFRS and are designed to dissipate earthquake energy. Such short-core BRBs have been found to be able to reduce storey and residual storey drifts in braced frames [Hoveidae et al. 2015]. The BRBs are pin connected via a gusset plate at one end to the truss bottom chord (Figure 3.1(b)) and the other end to the steel column (Figure 3.1(c)). Their locations are strategically selected to limit architectural interference. In addition, the BRBs are decoupled from the gravity system so that they can be inspected, repaired, and replaced efficiently after a severe ground shaking. Hence, a FTMF can be highly efficient and resilient against earthquakes. To provide additional strength and stiffness after BRB yielding, the truss top chord is moment connected to the steel column in lieu of a typical shear tab connection. This connection is designed to form plastic hinge during strong earthquake shakings. Hence, it is considered as the secondary SFRS. Instead of welding, the bolted moment connection (MC) as proposed by Pryor and Murray [2012] shown in Figure 3.1(d) is utilized. This connection consists of a steel angle with two yielding plates. The steel angle provides the needed shear capacity, while the yielding plates above and below the top chord provide the needed moment capacity. Earthquake energy is dissipated by tension and compression yielding of these coupled plates via joint rotation. They are restrained from buckling and have a designated yielding zone as shown in Figure 3.1(e). When the plates are damaged and need 3 Earthquake Resilient Fused Structure 39 to be replaced, the steel angle is designed to support gravity loads. Therefore, shoring is not required, and occupancy can quickly return after a significant earthquake. In addition, the horizontally slotted holes at the top and bottom of the steel angle as well as the chamfer corner at the end of the top chord allow rotation. These details ensure that the angle transfers shear only and are not damaged in the case of a severe ground shaking. (a) Frame configuration (b) BRB to bottom chord connection (c) BRB to column connection (d) Top chord to column connection (e) Yielding plate Figure 3.1 FTMF In a FTMF, damages are controlled within the yielding elements such as the BRBs and MCs. The top and bottom chords, vertical and diagonal web members, as well as columns are Storey heightLong spanTop chordBottom chordDiagonal web (Typ.)ColumnColumnBRB withpin connectionSee details (b) & (c)(Typ.)Pin foundation(Typ.)Moment connectionSee detail (d)(Typ.)Pin connection (Typ.)Vertical web (Typ.)GussetplateDiagonal web(Typ.)Bottom chordWork pointBRBSteel pinVertical webSteel columnBRBSteel pinWork pointGusset plateSteel columnDiagonal webTop chordGusset plateHorizontallyslotted hole(Typ.)Chamfercorner(Typ.)Steel bolt (Typ.)Restraining plate (Typ.)Yielding plateSee detail (e)(Typ.)SteelangleYielding zoneSteel bolt (Typ.)Yielding plate3 Earthquake Resilient Fused Structure 40 capacity designed not to yield under the worst loading condition. Hence, they will not need to be inspected nor repaired after a strong earthquake shaking. In addition, the base of the columns is pinned to the foundation. This detail eases column baseplate design and reduces construction costs. It also prevents plastic hinge from forming at the base of the column, and eliminates column repair costs after a strong earthquake shaking. With the combination of the primary and secondary SFRSs, a FTMF has a tri-linear force-deformation relationship as shown in Figure 3.2. As the FTMF is displaced laterally, the force-deformation response increases linearly until the roof drift ratio reaches ∆௬ and base shear reaches ܨ௬. After that, the primary SFRS is designed to yield (BRB yielding through axial deformation), while the secondary SFRS is designed to remain elastic. The FTMF is expected to continue with the post-yielding stiffness primarily contributed by the secondary SFRS stiffness until the roof drift reaches ∆ and base shear reaches ܨ . After that, the secondary SFRS is designed to yield (MC yielding through flexural deformation), while the FTMF maintains its strength. Figure 3.2 Force-deformation relationship and performance objectives of FTMF The selection of ∆௬ and ∆ is such that the system can achieve three performance objectives at three earthquake shaking intensities. During a service level earthquake (SLE), the system performance is targeted to be immediate occupancy (IO), where the FTMF is expected to be damage-free after an earthquake. Hence, no repair is required. During a design based earthquake (DBE), the system performance is targeted to be rapid return (RR), where only 3 Earthquake Resilient Fused Structure 41 the BRBs are designed to yield to dissipate earthquake energy. The remaining FTMF shall be protected to exhibit no or minimum damages. To ensure the FTMF is resilient, the BRBs are designed to be easily inspected and efficiently repairable or replaceable immediately or shortly after an earthquake. Hence, the FTMF can achieve the RR performance objective. When earthquake intensity reaches the maximum considered earthquake (MCE), the system performance is targeted to be collapse prevention (CP), where both the BRBs and MCs are designed to dissipate earthquake energy to prevent the FTMF from collapse. 3.1.2 Design of FTMF A FTMF can be practically and efficiently designed by structural engineers using EEDP as presented in Chapter 2. To illustrate this, a three-storey office prototype building located in Los Angeles, California, is designed using EEDP in this chapter. The building has the same geometry and gravity loading requirement as the three-storey template building presented in the SAC (SEAOC, ATC, and CUREe) joint venture [FEMA-355C 2000]. Figure 3.3 shows the structural layout. The joists span in the direction as shown in the figure and are supported by the girders. The columns are placed at the grid intersections. The FTMFs are located at the exterior bays of the building. The structural framing is strategically laid out to minimize gravity loading on the FTMF. As a result, the effects of gravity loading on the trusses can be practically neglected. This simplifies the truss design and reserves truss capacity for earthquake loading. It should be noted that the gravity loads on the columns are included based on tributary area. Figure 3.3 Plan view of prototype building FTMF30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"30'‐0"FTMFFTMFFTMFFTMFFTMFFTMFFTMFFTMFFTMFFTMFFTMFColumn (Typ.)Joist spandirection (Typ.)Beam parallelto joist (Typ.)Girder perpendicularto joist (Typ.)FTMFFTMFFTMFFTMF1 2 3 4 5 6 73 Earthquake Resilient Fused Structure 42 The following steps summarize the design of the FTMF using EEDP. The abbreviations and symbols used in EEDP are explained in Chapter 2. Please refer to Chapter 2 for the detailed derivations of the equations and energy modification factors. Step 1: Select performance objectives under different earthquake shaking intensities The first step of EEDP is to select the performance objectives for the building under different earthquake shaking intensities. For the prototype building, the performance objectives are selected as follows: 1) IO under the SLE shaking intensity, which represents the seismic hazard of 87% probability of exceedance in 50 years; 2) RR under the DBE shaking intensity, which represents the seismic hazard of 10% probability of exceedance in 50 years; 3) CP under the MCE shaking intensity, which represents the seismic hazard of 2% probability of exceedance in 50 years. These three seismic hazard levels are adopted from Yang et al. [2012] and shown in Figure 3.4(a). If needed, designers can select other hazard levels. (a) Performance objectives and earthquake shaking intensities (b) Design parameters Figure 3.4 EEDP design parameters Step 2: Select ∆௬ to calculate ܨ௬ and ܶ Once the earthquake shaking intensities are selected, designers shall select ∆௬ to represent the maximum roof displacement of the system where the building shall remain elastic. In this 0.00.20.40.60.81.01.21.41.60% 2% 4% 6%Pseudo acceleration, Sa [g]Roof drift ratio, Δ = Sd/H0.00.10.20.30% 1% 2% 3%Pseudo acceleration, Sa [g]Roof drift ratio, Δ = Sd/HΔ p = 1.3%Δ y = 0.4%Δ u = 2.1%MCE (CP)DBE (RR)SLE (IO) ENLSDOF FTMF Secondary Primary(Sa)y = 0.14 (Sa)p = 0.17 3 Earthquake Resilient Fused Structure 43 example, ∆௬ is selected as 0.4%. Because the system is designed to remain elastic under SLE, ሺܵሻ௬ can be identified on Figure 3.4(a) as the intersection of the SLE hazard curve and ∆௬. In this case, ሺܵሻ௬ is found to be approximately 0.14g which is better shown in Figure 3.4(b). ܨ௬ can be calculated as 0.14ܹ where ܹ is the seismic weight of the building. Using the equation as presented in Chapter 2, the structural period, ܶ, can be calculated as follow. ܶ ൌ 2ߨට൫∆ு൯ ⁄ி ⁄ ൌ 1.0 ݏ݁ܿ݊݀ from Equation 2.4 where ∆௬ൌ 0.4%; ܪ ൌ 468݅݊; ܥ ൌ 1.3; ܨ௬ ݉⁄ ൌ ሺܵሻ௬ ൌ 0.14 ൈ 386.4݅݊/ݏ݁ܿଶ. With ܶ determined, the spectra demands for the ELSDOF system can be read from Figure 3.4(a). In this case, the values of ሺܵሻௌா, ሺܵሻா, ሺܵሻொ, ሺܵௗሻௌா, ሺܵௗሻா , and ሺܵௗሻொ for ܶ of 1.0 second are 0.14g, 0.51g, 0.76g, 0.004H, 0.015ܪ, and 0.022ܪ, respectively. Then, the incremental energies, ∆ܧாଵ and ∆ܧாଶ, can be calculated using Equation 2.5 and Equation 2.9 as presented in Chapter 2, respectively. In this case, the values of ∆ܧாଵ and ∆ܧாଶ are 0.0034ܹܪ and 0.0046ܹܪ, respectively. Step 3: Select ∆ to calculate ܨ The next step of EEDP is to select ∆. It defines the largest roof drift ratio within which the primary SFRS, which is the BRBs, should work without yielding the secondary SFRS, which is the MCs. In this study, ∆ is selected to be 1.3%. It means that the system is selected to have a plastic ductility, ߤ, of 3.3. With the energy modification factors as provided in Figure 2.12 of Chapter 2, ߛ for this building is identified as 2.4. Hence, ܨ is calculated using the following equation. ܨ ൌ ଶ∆ாಶభఊೌு൫∆ି∆൯ െ ܨ௬ ൌ 0.17ܹ from Equation 2.8 where ∆ܧாଵ ൌ 0.0034ܹܪ; ߛ ൌ 2.4; ∆௬ൌ 0.4%; ∆ൌ 1.3%; ܨ୷ ൌ 0.14ܹ. 3 Earthquake Resilient Fused Structure 44 Step 4: Calculate ∆௨ With ߤ calculated in Step 3 and the energy modification factors as provided in Figure 2.13 of Chapter 2, ߛ for this building is identified as 3.6. ∆௨ is then calculated using the following equation and shown in Figure 3.4(b). ∆௨ൌ ∆ாಶమఊ್ிு ∆ൌ 2.1% from Equation 2.12 where ∆ܧாଶ ൌ 0.0046ܹܪ; ߛ ൌ 3.6; ܨ ൌ 0.17ܹ; ∆ൌ 1.3%. Step 5: Calculate ܨோ and ܨௌா Once the base shear for the FTMF has been determined, the base shear for the primary and secondary systems can be calculated using the following equations. The distribution of the base shear between the primary and secondary SFRSs is shown in Figure 3.4(b). ܨோ ൌ ܨ௬ ൫ఓିఒ൯൫ఓିଵ൯ ൌ 0.13ܹ from Equation 2.17 ܨௌா ൌ ܨ௬ߤ ሺఒିଵሻ൫ఓିଵ൯ ൌ 0.044ܹ from Equation 2.18 where ܨ୷ ൌ 0.14ܹ; ߤ ൌ 3.3; ߣ ൌ 0.17ܹ/0.14ܹ. Step 6: Select yielding mechanism and plastic design yielding members Once ܨோ and ܨௌா have been identified, these base shears are distributed vertically over the height of the primary and secondary systems using the distribution as presented in Equation 2.19 of Chapter 2 which is adopted from Chao et al. [2007]. The vertically distributed base shears are then applied to a yielding mechanism. It should be note that the selection of a yielding mechanism is system dependent. Structural engineers shall choose a suitable mechanism for each fused SFRS. In this study, the desired yielding mechanism for the FTMF is shown in Figure 3.5(a). Based on this mechanism, the input energy, ܹ௫௧, to the primary or secondary system is calculated using Equation 3.1. Based on the kinematic method, ܹ௫௧ needs to be dissipated by yielding the BRBs or MCs. Equation 3.2 shows the internal work, ܹ௧, done by the BRBs. The expression for the BRB deformation is based on the linear 3 Earthquake Resilient Fused Structure 45 transformation as presented by Yang et al. [2016], and the parameters are defined in Figure 3.5(b). (a) Yielding mechanism (b) BRB geometry Figure 3.5 Plastic design of yielding members ܹ௫௧ ൌ ∑ ܨோ,݄ߠୀଵ ݎ ∑ ܨௌா,݄ߠୀଵ Equation 3.1 where ܨோ, is the design storey force at level ݅ of the primary SFRS; ܨௌா, is the design storey force at level ݅ of the secondary SFRS; ݄ is the height of level ݅ measured from the ground level; ߠ is the plastic rotation of the FTMF. ܹ௧ ൌ 2∑ ߚܨோ,ୀଵ ሺܦ ݏ݅݊ ߙ ܮ ܿݏ ߙሻߠ Equation 3.2 where ܨோ, is the design force of the roof BRB. To promote uniform yielding of the BRBs among all the stories, the strength capacity of the BRB at each storey is proportional to that at the roof by ߚ proposed by Goel and Chao [2008]. Equating ܹ௫௧ to ܹ௧, the design force of the roof BRB can be calculated by Equation 3.3. Finally, the design force of the BRB at each storey, ܨோ,, can be calculated by Equation 3.4. h1?pFPR,1 orFSE,1BRB (Typ.)MC (Typ.)h2h3FPR,2 orFSE,2FPR,3 orFSE,3aDLBRBdBRBθp α3 Earthquake Resilient Fused Structure 46 ܨோ, ൌ ∑ ிುೃ,సభଶሺ ௦ఈା ௦ఈሻ∑ ఉసభ Equation 3.3 ܨோ, ൌ ߚܨோ, Equation 3.4 Similar to the BRBs, the design moment of the MCs is determined using the kinematic method. Equation 3.5 shows the internal work, ܹ௧, done by the MCs. ߚ is again utilized to proportion the strength capacity of the MC at each storey and to achieve distributed yielding. ܹ௧ ൌ 2∑ ߚܯெ,ୀଵ ߠ Equation 3.5 where ܯெ, is the design moment of the roof MC. Equating ܹ௫௧ to ܹ௧, the design moment of the roof MC can be calculated by Equation 3.6. Finally, the design moment of the MC at each storey, ܯெ,, can be calculated by Equation 3.7. ܯெ, ൌ ∑ ிೄಶ,సభଶ∑ ఉసభ Equation 3.6 ܯெ, ൌ ߚܯெ, Equation 3.7 The MC capacity at each storey is provided by the coupled yielding plates shown in Figure 3.1(d). The area of each plate, ܣ, can be determined by Equation 3.8. The depth of the truss top chord, ݀, is assumed to be 12 inches, and the specified yielding strength of the steel plate, ܨ௬ , is selected to be 50ksi. It should be noted that the ratio of the expected to specified yielding strength is defined as ܴ௬. ܣ ൌ ெಾ,൫ோி൯ௗ Equation 3.8 where ܴ௬ ൌ 1.1 which is adopted from ESR-2802 [2013]. 3 Earthquake Resilient Fused Structure 47 Step 7: Capacity design non-yielding members After the yielding members are designed, the truss and columns of the FTMF need to be capacity designed to remain elastic under the probable forces created by the yielding members. Figure 3.6 shows the free body diagram for the design of the truss. The directions of the probable forces and moments are based on the lateral direction indicated in the figure. HTRUSS and VTRUSS at the support can be calculated using equilibrium. Gravity is negligible due to the chosen joist framing direction shown in Figure 3.3. This choice is intentional to simplify the truss design and reserve its capacity for seismic demands. Legend: (MMC,i)P = probable MC moment at level i (FBRB,i)T = probable BRB tension force at level i (FBRB,i)C = probable BRB compression force at level i (HTRUSS,i)T = horizontal truss reaction at level i at the truss end with BRB under tension (VTRUSS,i)T = vertical truss reaction at level i at the truss end with BRB under tension (HTRUSS,i)C = horizontal truss reaction at level i at the truss end with BRB under compression (VTRUSS,i)C = vertical truss reaction at level i at the truss end with BRB under compression Figure 3.6 Free body diagram of truss Figure 3.7 shows the free body diagram for the design of the columns. The gravity loading is considered based on the column tributary area. With the truss reactions as well as probable forces and moments from the yielding elements, the columns are not in equilibrium. To ensure equilibrium of the entire column, the column-tree design approach as proposed by Goel and Chao [2008] shall be followed. In their approach, a suite of unbalanced lateral forces defined by ܽܨ over the building height shall be applied. ܽ can be determined by Equation 3.9. All the forces in Figure 3.7 shall result in zero moment at the column base. By taking moments about the column base, ܨ can be calculated by Equation 3.10, Equation 3.11, and Equation 3.12 for the exterior columns with the BRBs under tension, exterior columns with the BRBs under compression, and interior columns, respectively. It should be noted that the column moment amplification factors in accordance with ANSI/AISC 360-10 [2010] are utilized to consider P-delta effects. (FBRB,i)T (FBRB,i)C(MMC,i)P (MMC,i)PLateral direction(VTRUSS,i)T(HTRUSS,i)T(VTRUSS,i)C(HTRUSS,i)C3 Earthquake Resilient Fused Structure 48 Exterior (tension) Interior Exterior (compression) Legend: (MMC,i)P = probable MC moment at level i (FBRB,i)T = probable BRB tension force at level i (FBRB,i)C = probable BRB compression force at level i (HTRUSS,i)T = horizontal truss reaction at level i at the truss end with BRB under tension (VTRUSS,i)T = vertical truss reaction at level i at the truss end with BRB under tension (HTRUSS,i)C = horizontal truss reaction at level i at the truss end with BRB under compression (VTRUSS,i)C = vertical truss reaction at level i at the truss end with BRB under compression FGRAVITY,i = gravity load at level i (FEXT)T = equilibrium lateral force at exterior column with BRB under tension (FEXT)C = equilibrium lateral force at exterior column with BRB under compression FINT = equilibrium lateral force at interior column Figure 3.7 Free body diagram of column ܽ ൌ ሺఉିఉశభሻ∑ ሺఉିఉశభሻసభ Equation 3.9 ሺܨா்ሻ் ൌ ∑ ൫ெಾ,൯ುసభ ା∑ ൫ுೃೆೄೄ,൯సభ ି∑ ௦ఈ൫ிಳೃಳ,൯సభ ሺିௗಳೃಳሻ∑ సభ Equation 3.10 ሺܨா்ሻ ൌ ∑ ൫ெಾ,൯ುసభ ା∑ ൫ுೃೆೄೄ,൯సభ ି∑ ௦ఈ൫ிಳೃಳ,൯సభ ሺିௗಳೃಳሻ∑ సభ Equation 3.11 ܨூே் ൌ ଵ∑ సభ ቐ2∑ ൫ܯெ,൯ୀଵ ∑ ቂ൫ܪ்ோௌௌ,൯ ൫ܪ்ோௌௌ,൯்ቃ ݄ୀଵ െ∑ ݏ݅݊ ߙ ቂ൫ܨோ,൯ ൫ܨோ,൯்ቃୀଵ ሺ݄ െ ݀ோሻቑ Equation 3.12 (FBRB,1)T(MMC,1)P(VTRUSS,1)TFGRAVITY,1a (FEXT)TLateral direction(HTRUSS,1)T(FBRB,2)T(VTRUSS,2)T(HTRUSS,2)T(FBRB,3)T(VTRUSS,3)T(HTRUSS,3)T(FBRB,1)C(FBRB,2)C(FBRB,3)CFGRAVITY,2FGRAVITY,3FGRAVITY,1(VTRUSS,3)C(HTRUSS,3)CFGRAVITY,3(VTRUSS,2)C(HTRUSS,2)CFGRAVITY,2(VTRUSS,1)C(HTRUSS,1)C(MMC,2)Pa (FEXT)T(MMC,3)Pa (FEXT)Ta (FEXT)Ca (FEXT)Ca (FEXT)C(MMC,1)P(MMC,2)P(MMC,3)PFGRAVITY,1a FINTa FINTa FINT(MMC,1)P(MMC,2)P(MMC,3)PFGRAVITY,2FGRAVITY,3(FBRB,1)T(FBRB,2)T(FBRB,3)T(FBRB,1)C(FBRB,2)C(FBRB,3)C(VTRUSS,1)T(HTRUSS,1)T(VTRUSS,2)T(HTRUSS,2)T(VTRUSS,3)T(HTRUSS,3)T(VTRUSS,3)C(HTRUSS,3)C(VTRUSS,2)C(HTRUSS,2)C(VTRUSS,1)C(HTRUSS,1)C(MMC,1)P(MMC,2)P(MMC,3)P3 Earthquake Resilient Fused Structure 49 Figure 3.8 presents the final design of the FTMF. The truss has a depth of 2’-6” and typical panel width of 5’-0”. It should be noted that the truss diagonal web member at the last panel is moved 2 feet off the grid along the top chord to accommodate the moment connection depicted in Figure 3.1(d). A wide flange steel beam is selected as the top chord to provide adequate moment capacity and ease connection detailing. Double steel angles are used as the bottom chord to be structurally economical. The design of the truss top and bottom chords as well as columns includes the interaction of moment with compression or tension. Although P-delta effects are considered in the column design, they are not significant to affect the sizes. An Eigen analysis is conducted to identify the modal period and mode shape of the FTMF. The result shows that the modal period is 0.9 second, while the structural period estimated using EEDP is 1.0 second. In other words, the proposed EEDP is able to select the appropriate member sizes without iterations. (a) Elevation view of FTMF Figure 3.8 FTMF designed by EEDP W12X722‐L4X4X1/2W12X872‐L5X5X1/22‐L4X4X3/8(Typ. Diag. @ 3rd)W12X1062‐L6X6X1/22‐L4X4X1/2(Typ. Diag. @ 2nd)2‐L5X5X1/2(Typ. Diag. @1st)2L2X2X1/4(Typ. Vert. @ 3rd)W30X191W30X173W30X116W30X191W30X173W30X116W30X261W30X235W30X173W30X261W30X235W30X173W30X261W30X235W30X173 2L2X2X1/4(Typ. Vert. @ 2nd)2L2X2X1/4(Typ. Vert. @ 1st)BRBFBRB,1 = 148kip(Typ. @ 1st)Pin foundation(Typ.)MomentconnectionSee detail (b)(Typ.)MomentconnectionSee detail (b)(Typ.)Pin connection(Typ.)30'‐0" 30'‐0" 30'‐0" 30'‐0"13'‐0"13'‐0"13'‐0"BRBFBRB,2 = 130kip(Typ. @ 2nd)BRBFBRB,3 = 91kip(Typ. @ 3rd)Pin connection(Typ.)2'‐6" (Typ.)2'‐6" (Typ.)(6) panels @ 5'‐0" on centreW12X722‐L4X4X1/2W12X872‐L5X5X1/2W12X1062‐L6X6X1/2W12X722‐L4X4X1/2W12X872‐L5X5X1/2W12X1062‐L6X6X1/2W12X722‐L4X4X1/2W12X872‐L5X5X1/2W12X1062‐L6X6X1/2(6) panels @ 5'‐0" on centre (6) panels @ 5'‐0" on centre (6) panels @ 5'‐0" on centre3 Earthquake Resilient Fused Structure 50 (b) Detail of yielding plate Figure 3.8 FTMF designed by EEDP 3.2 Numerical model The prototype building with FTMFs has been designed using EEDP. Each frame uses BRBs and MCs as its primary and secondary SFRSs, respectively, to dissipate earthquake energy. The other structural elements are capacity designed to remain elastic. To confirm that the structural performances of an EEDP designed FTMF are as intended, a detailed numerical model is constructed in Section 3.2.1 to conduct nonlinear time history analysis. Section 3.2.2 provides the analysis results. 3.2.1 Nonlinear model construction A nonlinear finite element model of the FTMF shown in Figure 3.8 is constructed using Open System for Earthquake Engineering Simulation (OpenSees) [PEER 2013]. The model is subjected to a range of earthquake shaking intensities to verify the performance of the FTMF designed using EEDP. The mass is assigned to the model using lumped mass at each truss panel node. 5% Rayleigh mass and stiffness damping is calculated based on the first and third modes of the frame. The columns as well as truss top and bottom chords are modelled using beam-column elements because they experience moment with tension or compression. The truss web members are modelled as truss elements to capture tension or compression only. The columns and truss are non-yielding members and have been capacity designed to remain elastic. Therefore, they are modelled as elastic elements to save 1/2"Lcol = 4" Lyield = 4"Sc = 2"4" 2"Wyield =9" @ 1st8" @ 2nd5 1/2" @ 3rd2"4"2"Wcol = 12"(15) 7/8"Ø bolts @ 1st(12) 7/8"Ø bolts @ 2nd(9) 7/8"Ø bolts @ 3rdtyield = 1/2" thickyielding plate4"4"3 Earthquake Resilient Fused Structure 51 computational efforts. To verify that these elements do not yield, the maximum forces in these elements are checked during post processing. The BRBs are modelled using nonlinear truss elements with a yielding capacity at each storey as shown in Figure 3.8(a). The Giuffré-Menegotto-Pinto material developed by Filippou et al. [1983] is adopted to simulate the force-deformation response of the BRB material. The BRB modulus of elasticity, ܧோ, can be calculated by Equation 3.13. This material model has been calibrated against the experimental data obtained by StarSeismic [2011]. Figure 3.9(a) shows the calibration result. The vertical axis is the force in the BRB normalized by the yielding force of the BRB. The over-strength factors of 1.50 and 1.75 for tension and compression, respectively, have been used to obtain the probable forces of the BRBs. According to the figure, these factors are conservative approximations. Since the probable forces are used to capacity design the non-yielding members, it is appropriate to be conservative. ܧோ ൌ ܭோ ಳೃಳಳೃಳ Equation 3.13 where ܭோ is the total elastic stiffness of the BRB which is the in-series sum of the core and connection stiffness [Black et al. 2004]; ܮோ is the length of the BRB; ܣோ is the area of the BRB. (a) BRB (b) MC Figure 3.9 Material model calibrations -0.02 -0.01 0 0.01 0.02-2-1.5-1-0.500.511.52Axial strain [-]Normalized axial force [-] ExperimentalNumerical3 Earthquake Resilient Fused Structure 52 The MCs are modelled as hinges using zero-length elements to capture the flexural behaviour created by the coupled yielding steel plates shown in Figure 3.8(b). The Giuffré-Menegotto-Pinto [Filippou et al. 1983] is adopted to simulate the moment-rotation response of the flexural hinge. The hinge stiffness, ܧெ, can be calculated by Equation 3.14. ܧெ ൌ ெఏ Equation 3.14 where ܯ௬ ൌ ௬ܲ݀ ൌ ܣ൫ܴ௬ܨ௬൯݀; ߠ௬ ൌ ⁄ௗ ଶ⁄ . All the parameters in Equation 3.14 have been defined and determined previously in step 6 of EEDP. The only exception is the effective axial stiffness of the coupled plates, ܭ, which can be calculated by Equation 3.15 [ESR-2802 2013]. ܭ is a function of both the yielding and non-yielding portions of the plate. Most of the parameters used in the equation are defined in Figure 3.8(b). The hinge model has been calibrated against the experimental data obtained by Pryor and Murray [2012]. Figure 3.9(b) shows the calibration result. The vertical axis is the moment in the MC normalized by the yielding moment of the MC. ܭ ൌ భమయభమାమయାభయ Equation 3.15 where ܭଵ ൌ 12ܧ௦ ܹ ; ܭଶ ൌ ௧ௐாೞାௌାೡ ; ܭଷ ൌ௧ௐாೞ ; ܧ௦ is the modulus of elasticity of the plate; ݈௩ ൌ 2 for the design shown in Figure 3.8(b). 3.2.2 Nonlinear dynamic analysis Nonlinear dynamic analysis is performed using the nonlinear finite element model presented in the previous section. A suite of ground motion records selected from the PEER strong motion database [2010] is used in this study. Table 3.1 shows the summary of the ground motions. The suite includes twenty-two pairs of far-field ground motions and contains a mixture of fault types. Only ground motions with a magnitude greater than 6.0 are included. In addition, only ground motions with an average shear wave velocity in the top 30 meters of soil in between 360m/s and 760m/s are selected. This is similar to very dense soil and soft rock as classified in ASCE/SEI 7-10 [2010]. 3 Earthquake Resilient Fused Structure 53 Table 3.1 Ground motions (GMs) used for nonlinear dynamic analysis GM Name Year Magnitude RSN# Record 1 San Fernando 1971 6.61 57 SFERN_ORR021 SFERN_ORR291 2 Imperial Valley 1979 6.53 164 IMPVALLH_H_CPE147 IMPVALLH_H_CPE237 3 Irpinia, Italy 1980 6.90 289 ITALY_A_CTR000 ITALY_A_CTR270 4 Corinth, Greece 1981 6.60 313 CORINTH_COR_L CORINTH_COR_T 5 Loma Prieta 1989 6.93 755 LOMAP_CYC195 LOMAP_CYC285 6 Landers 1992 7.28 864 LANDERS_JOS000 LANDERS_JOS090 7 Landers 1992 7.28 881 LANDERS_MVH045 LANDERS_MVH135 8 Chi-Chi, Taiwan 1999 7.62 1184 CHICHI_CHY010_N CHICHI_CHY010_W 9 Chi-Chi, Taiwan 1999 7.62 1198 CHICHI_CHY029_E CHICHI_CHY029_N 10 Chi-Chi, Taiwan 1999 7.62 1484 CHICHI_TCU042_E CHICHI_TCU042_N 11 Chi-Chi, Taiwan 1999 7.62 1500 CHICHI_TCU061_E CHICHI_TCU061_N 12 Chi-Chi, Taiwan 1999 7.62 1533 CHICHI_TCU106_E CHICHI_TCU106_N 13 Chi-Chi, Taiwan 1999 7.62 1541 CHICHI_TCU116_E CHICHI_TCU116_N 14 Manjil, Iran 1990 7.37 1633 MANJIL_ABBAR_L MANJIL_ABBAR_T 15 Cape Mendocino 1992 7.01 3750 CAPEMEND_LFS270 CAPEMEND_LFS360 16 Chuetsu-oki, Japan 2007 6.80 4841 CHUETSU_65004EW CHUETSU_65004NS 17 Chuetsu-oki, Japan 2007 6.80 4843 CHUETSU_65006EW CHUETSU_65006NS 18 Chuetsu-oki, Japan 2007 6.80 4850 CHUETSU_65013EW CHUETSU_65013NS 19 Iwate, Japan 2008 6.90 5664 IWATE_MYG005EW IWATE_MYG005NS 20 Iwate, Japan 2008 6.90 5783 IWATE_54026EW IWATE_54026NS 21 Iwate, Japan 2008 6.90 5806 IWATE_55461EW IWATE_55461NS 3 Earthquake Resilient Fused Structure 54 Table 3.1 Ground motions (GMs) used for nonlinear dynamic analysis GM Name Year Magnitude RSN# Record 22 Darfield, New Zealand 2010 7.00 6971 DARFIELD_SPFSN17E DARFIELD_SPFSN73W The ground motions from Table 3.1 are amplitude scaled to match the three target spectra such that the median response spectrum of the motions (dashed line in Figure 3.10) is close to the target spectrum (solid line in Figure 3.10). To account for modal elongation and higher modes, the ground motions are scaled to match the target spectra in the period range between 0.2ܶ and 1.5ܶ where ܶ is the fundamental period of the FTMF. To avoid over-scaling, the scale factor is limited to five. (a) SLE (b) DBE Figure 3.10 Response spectra of scaled ground motions 0 0.5 1 1.5 200.10.20.30.40.50.60.7Period [sec]Pseudo acceleratio, Sa [g] Target spectrumMedian spectrumIndividual spectrum0 0.5 1 1.5 200.511.522.5Period [sec]Pseudo acceleratio, Sa [g] Target spectrumMedian spectrumIndividual spectrumܶ ൌ 0.9ݏ݁ܿ 0.2ܶ to 1.5ܶ ܶ ൌ 0.9ݏ݁ܿ 0.2ܶ to 1.5ܶ 3 Earthquake Resilient Fused Structure 55 (c) MCE Figure 3.10 Response spectra of scaled ground motions Figure 3.11 shows the maximum roof drift ratios (RDRs) of the FTMF model when it is subjected to all the scaled ground motions shown in Table 3.1. For each earthquake shaking intensity, the solid line indicates the median of the maximum RDRs. The dashed line indicates the target roof displacement based on the EEDP design. The result shows that the median is close to the target. In other words, the FTMF designed using EEDP can achieve the target displacement as intended. For detailed RDR time histories, please refer to Appendix B. (a) SLE (b) DBE Figure 3.11 RDR of FTMF 0 0.5 1 1.5 200.511.522.533.5Period [sec]Pseudo acceleratio, Sa [g] Target spectrumMedian spectrumIndividual spectrum00.510 4 8 12 16 20 24 28 32 36 40 44RDR [%]GMTarget Median Individual01.530 4 8 12 16 20 24 28 32 36 40 44RDR [%]GMTarget Median Individualܶ ൌ 0.9ݏ݁ܿ 0.2ܶ to 1.5ܶ 3 Earthquake Resilient Fused Structure 56 (c) MCE Figure 3.11 RDR of FTMF Figure 3.12 and Figure 3.13 show the median of the maximum BRB strain and MC rotation at each floor, respectively, when the prototype building is subjected to the scaled ground motions shown in Table 3.1. For detailed BRB strain and MC rotation time histories, please refer to Appendix C and Appendix D, respectively. In this study, the BRB yielding and ultimate strains are selected as 0.3% and 2.5%, respectively, based on the data as presented by Merritt et al. [2003]. The MC yielding and ultimate rotations are defined as 0.015 and 0.06, respectively, according to Figure 3.9(b). When the ground motions are scaled to the SLE shaking intensity, both the BRB and MC demands are under the yielding capacities. This means that the FTMF is damage-free and hence achieves the IO performance objective. When the ground motions are scaled to the DBE shaking intensity, Figure 3.12(b) shows that the BRB has yielded to protect the MC from yielding (Figure 3.13(b)). Because the BRB is designed to be easily inspected and efficiently replaced after an earthquake, this allows the FTMF to achieve the RR performance objective. When the FTMF is subjected to the MCE shaking intensity, Figure 3.12(c) shows increased strain in the BRB and Figure 3.13(c) shows yielding in the MC. At the same time, they are below the ultimate deformations to ensure that the FTMF can achieve the CP performance objective. 02.550 4 8 12 16 20 24 28 32 36 40 44RDR [%]GMTarget Median Individual3 Earthquake Resilient Fused Structure 57 (a) SLE (b) DBE (c) MCE Figure 3.12 BRB performance (a) SLE (b) DBE (c) MCE Figure 3.13 MC performance Figure 3.14 shows the maximum force demand capacity ratios (DCRs) of all the non-yielding members under the MCE shaking intensity. The capacity is defined by the nominal strength of the member per ANSI/AISC 360-10 [2010]. To be thorough, the DCRs are obtained at various locations. For the top and bottom chords of the truss, the ratios are determined at each panel point. For the web of the truss, each vertical and diagonal member is examined. For the columns, the ratios are calculated at the foundation, each floor, as well as above and 1230 1 2 3FloorMedian strain [%]1230 1 2 3FloorMedian strain [%]1230 1 2 3FloorMedian strain [%]1230 0.04 0.08FloorMedian rotation [rad]1230 0.04 0.08FloorMedian rotation [rad]1230 0.04 0.08FloorMedian rotation [rad]yielding ultimate yielding ultimate yielding ultimate yielding ultimate yielding ultimate yielding ultimate 3 Earthquake Resilient Fused Structure 58 below the BRB connection. According to the figure, all the DCRs are less than unity. This suggests that the non-yielding members indeed remain elastic and hence can be modelled as elastic elements. (a) Truss top chord (b) Truss bottom chord (c) Truss vertical web (d) Truss diagonal web (e) Exterior column (f) Interior column Figure 3.14 Maximum DCR of non-yielding members 00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor00.20.40.60.810 11 22 33 44DCRGM1st floor 2nd floor 3rd floor3 Earthquake Resilient Fused Structure 59 3.3 Seismic safety The results as presented in the previous section have shown that the proposed FTMF designed using EEDP can exhibit predictable structural behaviour under different selected earthquake shaking intensities. Meanwhile, it is crucial to demonstrate that the proposed FTMF designed using EEDP has adequate seismic safety against collapse. To quantify safety, the methodology described in FEMA-P695 [2009] is employed in this chapter. The first step of the FEMA-P695 methodology is to perform nonlinear static analysis to quantify the backbone curve for the proposed FTMF. To properly model the force-deformation response of the prototype building, a BRB removal technique as presented in Yang et al. [2016] is implemented. This technique allows force redistribution within the frame after a BRB fractures. Figure 3.15 shows the pushover curve of the prototype building. As the FTMF displaces laterally, the frame yielding RDR, i.e. RDRy, coincides with the RDR where the BRBs start to yield. The frame ultimate RDR, i.e. RDRu, happens when the first floor BRB fractures. This causes a sudden drop in the force capacity of the frame. According to FEMA-P695, the period-based ductility, ߤ், is defined as the ratio of RDRu to RDRy, i.e. 6.6 for the FTMF. In this figure, the EEDP design backbone curve is also shown. Before yielding, the response of the prototype building is very comparable to the design target. After yielding, the pushover curve is higher than the idealized tri-linear curve from Figure 3.4(b). This is due to the inherent post-yielding stiffness of the BRBs and MCs which has not yet been accounted for in the EEDP design. Figure 3.15 Pushover of FTMF 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.0500.050.10.150.2Roof drift ratio [-]Base shear/Weight [-] 1st floor BRB2nd floor BRB3rd floor BRB1st floor MC2nd floor MC3rd floor MCRDRy = 0.47%RDRu = 3.1%EEDP design backbone curve3 Earthquake Resilient Fused Structure 60 The second step of the FEMA-P695 methodology is to perform incremental dynamic analysis (IDA) [Vamvatsikos and Cornell 2002] using the suite of far-field ground motion records as presented in Table 3.1. The records are amplitude scaled incrementally while the RDR is monitored. When the RDR of 6% is reached, the FTMF is assumed to be globally collapsed because Figure 3.9(b) indicates that the MCs are effective up to 6%. The IDA curves of the individual ground motion as well as the median IDA curve of all the motions are given in Figure 3.16(a). The records are scaled as a suite such that their median (dashed line in Figure 3.10(c)) increases incrementally from 1% to 800%. This median spectrum acceleration at the structural fundamental period is plotted on the vertical axis of Figure 3.16(a). It is defined as the ground motion intensity measure. The corresponding RDR of the FTMF is plotted on the horizontal axis. (a) IDA curves (b) Probability of collapse Figure 3.16 IDA results The third step of the FEMA-P695 methodology is to construct a collapse fragility curve from the IDA results. This fragility curve expresses the conditional probability of exceeding the 6% RDR limit state for a given ground motion intensity measure. The construction employs the curve fitting technique proposed by Ibarra and Krawinkler [2005]. For each individual IDA curve shown in Figure 3.16(a), the spectral acceleration at which RDR exceeds 6% is obtained. Assuming that the acceleration data of all the curves are lognormally distributed, the mean and standard deviation can be calculated to construct the collapse fragility curve shown in Figure 3.16(b). At the FTMF fundamental period, the median MCE intensity, ܵெ், 0 1 2 3 4 5 601234RDR [%]Median Sa(T) [g] MedianIndividual0 2 4 6 800.20.40.60.81Median Sa(T) [g]Probability of collapseመ்ܵ = 1.74g @ 50% probability ܵெ் = 0.86g @ 3.0% probability 3 Earthquake Resilient Fused Structure 61 is about 0.86g. According to the figure, the probability of collapse corresponding to this intensity is approximately 3.0%. This is less than the 10% suggested by the methodology. At 50% probability of collapse, the corresponding intensity measure, መ்ܵ, can be read off the figure as 1.74g. Then, the collapse margin ratio (CMR) defined as the ratio of መ்ܵ over ܵெ் can be approximated as 2.02. It should be noted that the counted probability of collapse as median seismic intensity increases is also plotted as the discrete points in Figure 3.16(b). The collapse fragility curve well fits the points. The fourth step of the FEMA-P695 methodology is to determine the adjusted collapse margin ratio (ACMR) using a spectral shape factor (SSF). This factor recognizes that the calculated CMR can be significantly affected by the spectral shape of a ground motion. This factor is based on the FTMF fundamental period which is 0.9 second and period-based ductility which is 6.6 from Figure 3.15. Equation 3.16 indicates that the ACMR for the proposed FTMF is 2.81. ܣܥܯܴ ൌ ܵܵܨ ൈ ܥܯܴ ൌ ܵܵܨ ൈ ௌመௌಾ ൌ 2.81 Equation 3.16 where ܵܵܨ ൌ 1.39 [FEMA-P695 2009]; መ்ܵ ൌ 1.74g; ܵெ் ൌ 0.86g. In order to determine the acceptable value of ACMR, the total system collapse uncertainty, ߚ்ை், of the FTMF is required. This uncertainly is due to the record-to-record variability in ground motions (ߚோ்ோ). It also addresses the quality ratings of design requirement (ߚோ), test data (ߚ்), and numerical model (ߚெ). If the fixed value of ߚோ்ோ were used and fair quality were assumed for all the ratings, Equation 3.17 calculates ߚ்ை். ߚ்ை் ൌ ටߚோ்ோଶ ߚோଶ ߚ்ଶ ߚெଶ ൌ 0.725 Equation 3.17 where ߚோ்ோ ൌ 0.40 for period-based ductility greater than 3; ߚோ ൌ ߚ் ൌ ߚெ ൌ 0.35 for fair quality rating [FEMA-P695 2009]. 3 Earthquake Resilient Fused Structure 62 These assumptions result in 2.53 and 1.84 as the acceptable values of ACMR for a collapse probability of 10% and 20%, respectively [FEMA-P695 2009]. Since the proposed FTMF has an ACMR of 2.81 that exceeds the acceptable values, the FTMF designed using EEDP has adequate seismic safety against collapse. 3.4 Summary Innovative earthquake resilient fused structures have gained popularity in recent years. They have the ability to be fully functional immediately or shortly after an earthquake with minimum downtime. They use sacrificial structural fuses to dissipate earthquake energy. For open space applications, a long-span FTMF is introduced in this chapter to the family of earthquake resilient fused structures. FTMF utilizes steel trusses and BRBs as structural fuses to form the primary SFRS. The BRBs are designed to be decoupled from the gravity system. Hence, they can be efficiently inspected, repaired or replaced after a strong earthquake shaking. To prevent a FTMF from losing all its lateral stiffness, the MCs between the truss top chords and columns are added to the system as the secondary SFRS. The innovative FTMF can be easily designed using EEDP proposed in Chapter 2 to achieve multi-level performance objectives at different earthquake shaking intensities. EEDP equates the input energy from an earthquake at different shaking intensities to the energy dissipated by the primary and secondary SFRSs. As shown by nonlinear dynamic analysis of the prototype building, the FTMF can control the location and degree of damages at the designated elements. At the low level shaking intensity, the FTMF is damage-free. At the design based earthquake shaking intensity, the BRBs start to yield while protecting the remaining system. During severe earthquake shakings, the secondary SFRS are then activated to prevent structural collapse. The analysis results indicate that the EEDP designed FTMF can achieve the target roof drift ratios and structural period without an iterative design process. This implies significant time and cost savings to the engineering community. This also allows designers to select appropriate non-structural components that are capable to withstand the anticipated system deformations. In addition, IDA is performed to obtain the collapse fragility curve for the FTMF. Based on the methodology described in FEMA-P695, the ACMR of the system is greater than the acceptable value. In other words, the proposed 3 Earthquake Resilient Fused Structure 63 FTMF designed using EEDP has adequate seismic safety against collapse during a strong earthquake shaking. 4 Switch-based Hybrid Simulation 64 Chapter 4 Switch-based Hybrid Simulation The knowledge of earthquake engineering is largely gained through experimental testing. The most direct method to recreate the loading experienced by a structure during an earthquake is via a shake table testing. To properly simulate the excitation experienced by a specimen, it shall be constructed in full or near to full scale. However, due to the limitation of a testing facility, it is usually time consuming, labour intensive, cost prohibitive, and technically difficult due to hydraulic control to conduct large scale shake table testing. Only a handful of testing facilities around the world, mostly in China, Japan, and the United States, are capable of conducting large scale testing. Most other shake table testing facilities require specimens to be tested at a significantly reduced scale. Because structural nonlinearity does not usually scale well when a specimen is drastically reduced, new and improved experimental testing techniques are needed. With the advancement in finite element simulation and sub-structure testing, hybrid simulation (HS) is becoming a favorable alternative testing method to understand the behaviour of structures during earthquake shaking, particularly for the development of innovative structural fuses. HS combines analytical and experimental sub-assemblies through the equation of motion. Only the portion of a structure which is numerically difficult to model or new structural component with unknown structural responses is tested in a laboratory, while the remaining structure is modelled using finite element simulation. This testing method provides many significant advantages: 1) Experimental costs can be reduced as only a portion of the structure is constructed in the laboratory; 2) Large and complex structural systems can be tested as the analytical sub-assembly can be complex and multiple 4 Switch-based Hybrid Simulation 65 experimental sub-assemblies can be tested at geographically distributed laboratories; 3) Structures can be safely evaluated at extreme states, such as collapse, which may be difficult or dangerous to do via shake table testing. Traditionally, researchers conduct displacement-based HS (DHS). The algorithm calculates trial displacements and applies these displacements to both analytical and experimental sub-assemblies. Element resisting forces are then obtained and checked against global dynamic equilibrium. This approach has been widely used in many earthquake engineering research projects. However, DHS is not suitable for specimens with a high stiffness because it is difficult to precisely control a hydraulic servo actuator in small displacement. A small control error in displacement may result to large force response fluctuations in stiff specimens. This challenge can be resolved by using force-based HS (FHS) where the algorithm calculates trial forces instead of trial displacements. Such an algorithm allows stiff specimens to be tested using sub-assembly testing technique in a non-real-time environment. Rather than checking for force equilibrium alone, FHS checks dynamic equilibrium and compatibility conditions simultaneously. However, a stiff specimen typically softens after yielding. Conducting a simulation with only a force control algorithm would result in non-convergence and hydraulic instability. Therefore, the ideal HS should switch (SHS) based on the state of a specimen to use either trial displacements or trial forces. Such an approach provides the robustness to improve HS. In this chapter, Section 4.1 reviews the development of HS. Section 4.2 provides a detailed derivation of DHS and proposes a new finite element based approach for FHS. In Section 4.3, a switching law is developed for SHS to examine the nonlinear dynamic responses of a structural system when the specimen is expected to have drastic changes in stiffness. In Section 4.4, DHS, FHS, and SHS are conducted for a one-storey one-bay concentrically braced moment frame to prove that SHS has superior performance over DHS and FHS. 4.1 Simulation development It is often observed during a shake table testing that damages or nonlinearities occur at limited regions of a structure. This observation indicates that only structural components or 4 Switch-based Hybrid Simulation 66 sub-structures need to be tested. Therefore, HS is well suited as an alternative to shake table testing to save time and costs. The idea of HS was contemplated in the late 1960s and early 1970s which led to its formal introduction by Takanashi in 1975 [Takanashi 1975]. At that time, it was referred to as on-line testing to combine computer and actuator in nonlinear analysis of structures. He studied structural systems as discrete spring-mass systems within the time domain and eliminated the need of real-time loading. As a result, typical quasi-static hydraulic loading systems could be used to perform HS. The term “on-line testing” has evolved over time to become “pseudodynamic testing” in the 1980s and 1990s. In recent literature and research, the term “hybrid simulation” has frequently been used. To conduct efficient, accurate, and stable HS, the fundamental issue related to damping as well as numerical issue associated to time-step integration should be addressed [Nakashima et al. 1988]. The former could be solved by carefully define and model the portion of damping that was in addition to the hysteretic damping of the tested structural component or sub-structure. This issue was less of a concern since such hysteretic damping was anticipated to be captured during HS. The latter was unavoidable due to the numerical approach to solve the equation of motion and has been researched intensively since the 1980s. Shing and Mahin [1984] studied various stable explicit numerical integration schemes including the explicit Newmark method. Such a method did not require iterations which meant it was efficient and less likely to prematurely damage a specimen. As a result, it remained to be the widely used method today to perform HS. However, its stability was conditional upon the degree-of-freedom (DOF) in a finite element model. In the true spirit of HS, it was desired to have high DOF in a model and hence to limit the complexity of experimental sub-assembly. Dermitzakis and Mahin [1985] proposed a mixed implicit-explicit scheme to address the stability issue. The experimental sub-assembly of HS was solved using an explicit method, while the analytical sub-assembly used an implicit method. Nakashima et al. [1988] found the operator-splitting (OS), another type of implicit-explicit scheme, could effectively increase stability. In their OS, restoring force was split into linear and nonlinear parts with the former solved using an implicit method and latter using an explicit method. 4 Switch-based Hybrid Simulation 67 Vannan [1991] proposed an unconditionally stable implicit direct time integration scheme. He investigated the error propagation characteristics of the scheme and established practical convergence criteria within the typical capabilities of experimental hardware. Combescure and Pegon [1997] investigated the non-iterative and implicit α-OS scheme due to its unconditional stability and implementation simplicity. They found that the damping associated with the α factor was crucial to the success of the scheme. Chang [2002] proposed an unconditionally stable explicit scheme which was ideal for HS. It did not require iterations and could be implemented without hardware modifications of experimental setup traditionally utilized by researchers. The scheme was similar to the central difference method and Newmark explicit method, but had less error propagation and was second-order accurate. In 2007, Chang further improved the scheme to show better error propagation properties. Investigation and development of numerical integration schemes for HS have been mostly documented in journal articles. In a book by Pan et al. [2013], they examined various notable schemes and offered comparisons and contrasts. After more than a decade of development, Takanashi and Nakashima [1987] summarized the Japanese activities in HS. In addition to list the simulations to date by the Japanese researchers, they classified error sources. Intrinsic error sources were those associated to the formulation of HS algorithms. Examples were the approximation of a continuum system by a discrete system, numerical integration of the equation of motion, and assumption of constant damping ratios. Experimental error sources arose from the imperfect nature of experimental hardware. Examples were the conversion of digital to analog displacement comments sent to a hydraulic servo controller as well as accuracy of displacement and load cell sensors. Yi [1991] studied the effects of experimental error propagation. He performed error analysis for the implicit integration scheme and designed algorithm to minimize the effects of control error. Mosqueda et al. [2005] discussed errors based on numerical modelling, implementation techniques, and experimental setup. Among the various error sources, experimental error sources could be the most unknown and significant. They were classified as either random with no distinguishable pattern or systematic with a regular pattern of occurrence. Mosqueda et al. [2005] developed a method to estimate the reliability of HS 4 Switch-based Hybrid Simulation 68 based on energy errors accumulated in an experimental sub-assembly. They also proposed several error indicators to assess the accuracy and efficiency of HS. While the topics of numerical integration and experimental error remained the core of research in HS to produce efficient, accurate, and stable tests, the desire to perform real-time HS added complexities to these topics. Takanashi and Nakashima [1987] conducted the first fast HS and identified challenges that needed to be addressed. In a fast HS, the force readings taken by a load cell were often contaminated by the inertia of the load cell itself. Also, the force readings may include velocity-proportional damping typically modelled in a traditional HS. Researchers have been overcoming the challenges with the advancement in experimental hardware such as digital-analog signal converters, electro-servo controllers, and microcomputers. Sophisticated and advanced control algorithms are also being developed to compensate experimental delays. As HS becomes a common experimental practice around the world, attempts have been made to standardize the procedure [Schellenberg et al. 2009]. Facilities such as the George E. Brown, Jr. Network for Earthquake Engineering Simulation, i.e. NEES, are available to provide HS as a research tool to users without intimate knowledge of HS. Most of the past advancement in HS has relied on a displacement-based integration scheme to control hydraulic servo actuators in displacement. Although DHS has demonstrated many significant successes, it is difficult to use DHS to test highly stiff specimens such as short braces and shear walls because it is challenging to accurately control an actuator in small displacements. Small control errors in displacement will result to large fluctuations in resisting force, and hence, cause convergence issue. More importantly, control errors in displacement can potentially damage a stiff specimen prematurely. To address these problems, schemes resulted in force commands for actuators must be developed. Shield et al. [2001] developed and implemented the effective force testing (EFT) method. EFT recreates an earthquake excitation as dynamic forces at all DOFs. To simulate the dynamic responses of a structure, the entire structure must be constructed in a laboratory and tested in real time. This creates many construction challenges and control issues. Chen [2007] developed the virtual mass method to improve EFT. In this method, the total mass of a structure is partially 4 Switch-based Hybrid Simulation 69 removed from the experimental setup and simulated in computer software. The experiment, however, still needs the remaining portion of the mass, damping, and stiffness of the structure constructed and tested in real time. Reinhorn et al. [2004] proposed the real-time dynamic hybrid testing (RTDHT) method for structural systems. RTDHT uses actuators and finite element simulation to examine the seismic behaviour of structures. To achieve RTDHT, a mechanical spring is installed in between an actuator and a specimen. The spring is selected to remain linear under the maximum applied force. Hence, all applied forces can be approximated using the stiffness of the spring and its deformation. In RTDHT, the traditional displacement-based integration scheme can be used. Because mechanical springs are added to experimental setup, additional DOFs are introduced. Special compensation techniques are required to apply appropriate forces to a specimen. Pan et al. [2005] performed HS of an eight-story two-span steel moment frame isolated by high damping rubber bearings (HDRBs). The moment frame is the analytical sub-assembly, while the HDRB is the experimental sub-assembly. The vertical actuator controls the vertical DOF of the HDRB with force when the bearing is being pushed down and with displacement when the bearing is being pulled up. This is because the HDRB is known to have high stiffness in compression and low stiffness in tension. In their test, the applied compressive force is calculated using the predicted displacement multiplied by the elastic axial stiffness of the HDRB. This is achievable since the bearing remains elastic with known axial stiffness. Elkhoraibi and Mosalam [2007] used secant stiffness to compute trial forces for HS. In their approach, the DOFs are assumed to be uncoupled so that the secant stiffness matrix only contains diagonal terms. They also performed switch-based HS using pre-defined thresholds in terms of restoring force and secant stiffness. 4.2 Simulation algorithms HS is an advanced experimental method where structural responses are determined using both analytical and experimental sub-assemblies. Equation 4.1 shows the generalized equation of motion for a multiple DOF system subjected to a dynamic load. 4 Switch-based Hybrid Simulation 70 ሾܯሿሼܷሽሷ ሾܥሿሼܷሽሶ ሼܴܨሽ ൌ ሼܲሽ Equation 4.1 where ሾܯሿ and ሾܥሿ are the mass and damping matrices of the multiple DOF system, respectively; ൛ ሷܷ ൟ and ൛ ሶܷ ൟ are the acceleration and velocity vectors at the free DOFs, respectively; ሼܴܨሽ and ሼܲሽ are the resisting and applied forces at the free DOFs, respectively. As presented in Equation 4.1, ሼܴܨሽ is assumed to be a rate independent nonlinear function. For sub-assemblies that are rate dependent, the formulation is presented in Yang [2006]. Figure 4.1 shows the hybrid combination of the analytical and experimental sub-assemblies of a sample structure. In this combination, it is assumed that the inertia, damping, and applied forces can be simulated numerically, while the resisting force can be obtained from a combination of analytical and experimental sub-assemblies. It should be noted that only the component which is numerically difficult to model or new structural component whose force-deformation response is unknown is tested in a laboratory, while the remaining structure is modelled analytically. The dynamic responses of a structure as presented in Equation 4.1 can be solved using both the displacement-based and force-based algorithms as detailed in Section 4.2.1 and Section 4.2.2, respectively. Section 4.2.3 derives the compatibility equation specifically needed in the force-based algorithm. Figure 4.1 Diagrammatic illustration of HS 4.2.1 Displacement-based algorithm The displacement-based algorithm for DHS uses a trial displacement at the global DOFs to check the dynamic equilibrium of a system as shown in Equation 4.1. This displacement at the global DOFs is transformed to the local DOFs using Equation 4.2 before it is applied to the analytical and experimental sub-assemblies. Sample structure Experimental sub-assembly Analytical sub-assembly ሾܯሿ൛ ሷܷ ൟ ሾܥሿ൛ ሶܷ ൟ ሼܴܨሽ ൌ ሼܲሽ Numerical simulation Experimental sub-assembly Analytical sub-assembly 4 Switch-based Hybrid Simulation 71 ሼݒሽ ൌ ൣܣ൧ሼܷሽ Equation 4.2 where ሼݒሽ is the element displacement vector at the local DOFs; ൣܣ൧ is the compatibility matrix to transform the displacement from the global to local DOFs; ሼܷሽ is the nodal displacement vector at the global DOFs. Equation 4.3 shows the constitutive relationship of the elements. ሼݍሽ ൌ ଵ݂ሺሼݒሽሻ Equation 4.3 where ሼݍሽ is the element force vector at the local DOFs; ଵ݂ሺ ሻ can be any linear or nonlinear function that relates the displacement to force of the element at the local DOFs. Equation 4.4 shows the static force equilibrium from the local to global DOFs. ሼܴܨሽ ൌ ሾܤሿሼݍሽ Equation 4.4 where ൣܤ൧ ൌ ൣܣ൧் ൌ the equilibrium matrix of the system. Equation 4.5 and Equation 4.6 show the Newmark integration algorithms [Newmark 1959] to solve the dynamic response of a system as presented in Equation 4.1. ൛ ሷܷାଵൟ ൌ ଵఉమ ൫ሼܷାଵሽ െ ሼܷሽ െ ݄൛ ሶܷൟ൯ െ ቀଵଶఉ െ 1ቁ ൛ ሷܷൟ Equation 4.5 ൛ ሶܷାଵൟ ൌ ఊఉ ሺሼܷାଵሽ െ ሼܷሽሻ ቀ1 െఊఉቁ ൛ ሶܷൟ ቀ1 െఊଶఉቁ ݄൛ ሷܷൟ Equation 4.6 where ൛ ሷܷൟ, ൛ ሶܷൟ, and ሼܷሽ are the acceleration, velocity, and displacement vectors at the global DOFs at time step n; ൛ ሷܷାଵൟ, ൛ ሶܷାଵൟ, and ሼܷାଵሽ are the acceleration, velocity, and displacement vector at the global DOFs at time step n+1; ݄ is the time step of the integration algorithm; ߛ and ߚ are the dimensionless constant coefficients. When ߛ ൌ 1 2⁄ and ߚ ൌ 1 4⁄ , Equation 4.5 and Equation 4.6 are known as the Newmark constant acceleration algorithm. When ߛ ൌ 1 2⁄ and ߚ ൌ 1 6⁄ , these equations are known as the Newmark linear acceleration algorithm. 4 Switch-based Hybrid Simulation 72 The displacement-based algorithm starts the calculation by using a trial displacement vector at the global DOFs, ሼܷାଵሽ , which can be estimated using the previously converged displacement vector. Substituting ሼܷାଵሽ into Equation 4.2, the element displacement vector at the local DOFs, ሼݒାଵሽ, at time step n+1 can be determined. The displacement-based algorithm sends ሼݒାଵሽ to both the analytical and experimental sub-assemblies. The analytical sub-assembly calculates the local element force, ݍାଵ, at time step n+1 at the ith local element DOF, while the experimental sub-assembly measures ݍାଵ at time step n+1 at the jth local element DOF. These element forces are then assembled to the element force vector at the local DOFs, ሼݍାଵሽ. Once ሼݍାଵሽ is obtained, the resisting force, ሼܴܨାଵሽ, at time step n+1 can be calculated by Equation 4.4. Using Equation 4.5 and Equation 4.6, ൛ ሷܷାଵൟ and ൛ ሶܷାଵൟ can be determined. The inertial force, ሾܯሿ൛ ሷܷାଵൟ, and damping force, ሾܥሿ൛ ሶܷାଵൟ , at time step n+1 can then be calculated. Equation 4.7 shows the dynamic equilibrium equation as presented in Equation 4.1 expressed as a function of ሼܷାଵሽ. In this equation, ሼܷାଵሽ is the only unknown, and hence can be solved using any nonlinear solver such as Newton iteration [Burden and Faires 2001]. ܨଵሺሼܷାଵሽሻ ൌ ሾܯሿ ቀ ଵఉమ ൫ሼܷାଵሽ െ ሼܷሽ െ ݄൛ ሶܷൟ൯ െ ቀଵଶఉ െ 1ቁ ൛ ሷܷൟቁ ሾܥሿ ቀ ఊఉ ሺሼܷାଵሽ െ ሼܷሽሻ ቀ1 െఊఉቁ ൛ ሶܷൟ ቀ1 െఊଶఉቁ ݄൛ ሷܷൟቁ ൣܤ൧ ଵ݂൫ൣܣ൧ሼܷାଵሽ൯ െ ሼ ܲାଵሽ ൌ ሼ0ሽ Equation 4.7 Equation 4.8 shows the solution of Equation 4.7 using Newton iteration. ሼܷାଵାଵሽ ൌ ሼܷାଵ ሽ െ ൣܨଵ′൫ሼܷାଵ ሽ൯൧ିଵܨଵ൫ሼܷାଵ ሽ൯ Equation 4.8 where ሼܷାଵ ሽ and ሼܷାଵାଵሽ are the solutions of Newton iteration at the kth and (k+1)th iterations, respectively; ൣܨଵ′൫ሼܷାଵ ሽ൯൧ is the derivative of ܨଵ with respect to ሼܷାଵ ሽ as shown in Equation 4.9. 4 Switch-based Hybrid Simulation 73 ሾܨଵ′ሺሼܷାଵሽሻሿ ൌ ଵఉమ ሾܯሿ ఊఉ ሾܥሿ ൣܤ൧ ଵ݂′൫ൣܣ൧ሼܷାଵሽ൯ Equation 4.9 where ଵ݂′൫ൣܣ൧ሼܷାଵሽ൯ is the stiffness of the elements which can be calculated from the analytical sub-assemblies or measured from the experimental sub-assemblies. Below shows the steps to implement the displacement-based algorithm for DHS: 1. Form equilibrium using Equation 4.1 at time step n+1 by assuming a trial displacement vector at the global DOFs, ሼܷାଵሽ. 2. Calculate the displacement vector at the local DOFs, ሼݒାଵሽ, using Equation 4.2. 3. Calculate or measure the element force at the local DOFs, ݍାଵ, using constitutive relationship of Equation 4.3 or laboratory force feedback. 4. Assemble the element force vector at the local DOFs, ሼݍାଵሽ. 5. Calculate the system resisting force, ሼܴܨାଵሽ, using Equation 4.4. 6. Calculate the acceleration, ൛ ሷܷାଵൟ, and velocity, ൛ ሶܷାଵൟ, at the global DOFs using Equation 4.5 and Equation 4.6, respectively. 7. Assemble the equation of motion using Equation 4.7. 8. Check error norm to see if the trial ሼܷାଵሽ is valid. 9. If the error norm is less than tolerance, the trail ሼܷାଵሽ is valid. Go to Step (10). Otherwise, repeat from Step (1) using the Newton iteration as presented in Equation 4.8. 10. Update ሼܷାଵሽ by the solution, and then move to the next time step. 4.2.2 Force-based algorithm Similar to the displacement-based algorithm, a finite element force-based algorithm for FHS is presented in this section. The proposed FHS follows the traditional DHS, where experimental sub-assemblies are tested using sub-structure testing technique. More importantly, FHS can be conducted in a non-real-time environment provided that a specimen is not rate dependent. If the specimen were rate dependent, the presented force-based algorithm can be modified similar to the procedure as presented in Yang [2006]. In addition, the control algorithm of the hydraulic system in a laboratory should be updated to ensure the experimental sub-assembly can be tested in a real-time environment. In short, the proposed 4 Switch-based Hybrid Simulation 74 FHS is directly comparable to the traditional DHS. It does not require the entire structure to be tested as a whole nor the use of mechanical springs in experimental sub-assemblies. The proposed FHS checks the dynamic equilibrium and compatibility conditions of the analytical and experimental sub-assemblies simultaneously. For a stiff experimental sub-assembly, FHS eliminates the need to control small trial displacements and hence minimizes any force fluctuations. In critical cases where a specimen has a low yielding displacement, FHS prevents premature damages to the specimen. Equation 4.10 shows the static equilibrium equations of a statically indeterminate system. ሼݍሽ ൌ ሾܤሿሼܲሽ ሾܤ௫ሿሼݍ௫ሽ Equation 4.10 where ሼݍ௫ሽ represents the redundant forces in a statically indeterminate system, and the size of ሼݍ௫ሽ depends on the static indeterminacy of the system. When ሼݍ௫ሽ is known or is removed from the structure, the equilibrium equation as presented in Equation 4.10 is reduced to a statically determinate system, sometimes called a primary structure. It should be noted that the selected statically determinate system must be stable in order to be called the primary structure. In other words, the selection of ሼݍ௫ሽ is important to ensure the remaining structure is statically determinate and stable. ሺሾܤሿሼܲሽሻ represents the equilibrium equation between the element force vector and applied load, ሼܲሽ, on the primary structure. ሾܤሿ is known as the equilibrium matrix of the primary structure. Each column vector of ሾܤሿ represents the ratio of the element forces in the primary structure with respect to the applied force at each global DOF with the redundant forces set to zero. ሺሾܤ௫ሿሼݍ௫ሽሻ represents the portion of the element force vector as a function of the redundant force, ሼݍ௫ሽ, on the primary structure. ሾܤ௫ሿ is known as the force influence matrix that relates ሼݍ௫ሽ to ሼݍሽ. Each column vector of ሾܤ௫ሿ represents the ratio of the element forces in the primary structure with respect to the ith redundant force, ݍ௫, with all the other redundant forces, ݍ௫ஷ, set to zero. Contrary to DHS that uses a trial displacement vector at the global DOFs, ሼܷሽ, the proposed FHS algorithm starts the calculation by using a trial force vector at the local DOFs, ሼݍሽ, 4 Switch-based Hybrid Simulation 75 which can be estimated using the previously converged force vector. The force-based algorithm sends ሼݍሽ to both the analytical and experimental sub-assemblies. These sub-assemblies calculate or measure the local element displacement, ݒ, at the ith local element DOF. These element displacements are then assembled to the element displacement vector at the local DOFs, ሼݒሽ. Equation 4.11 shows the transformation from the local element force to local element displacement. ଶ݂ሺ ሻ can be any linear or nonlinear function that relates the force to displacement of the element at the local DOFs. ሼݒሽ ൌ ଶ݂ሺሼݍሽሻ Equation 4.11 Equation 4.12 shows the compatibility equation for the displacement from the local to global DOFs. The detailed derivation is given in Section 4.2.3. ሼܷሽ ൌ ሾܤሿ்ሼݒሽ Equation 4.12 Substitute Equation 4.11 into Equation 4.12. The global displacement, ሼܷାଵሽ, at time step n+1 can be expressed in terms of the trial element force vector, ሼݍାଵሽ, at time step n+1. ሼܷାଵሽ ൌ ሾܤሿ் ଶ݂ሺሼݍାଵሽሻ Equation 4.13 The Newmark equations [1959] as shown in Equation 4.5 and Equation 4.6 remain the same. ൛ ሷܷାଵൟ and ൛ ሶܷାଵൟ can be expressed in terms of ሼܷାଵሽ and hence, in term of ሼݍାଵሽ . Equation 4.14 and Equation 4.15 shows the acceleration and velocity of the system at the global DOFs. ൛ ሷܷାଵൟ ൌ ଵఉమ ൫ሼሾܤሿ் ଶ݂ሺሼݍାଵሽሻሽ െ ሼܷሽ െ ݄൛ ሶܷൟ൯ െ ቀଵଶఉ െ 1ቁ ൛ ሷܷൟ Equation 4.14 ൛ ሶܷାଵൟ ൌ ఊఉ ሺሼሾܤሿ் ଶ݂ሺሼݍାଵሽሻሽ െ ሼܷሽሻ ቀ1 െఊఉቁ ൛ ሶܷൟ ቀ1 െఊଶఉቁ ݄൛ ሷܷൟ Equation 4.15 In a structure, one can define ݊ as the number of independent element forces in the local DOFs, and ݉ as the number of free global DOFs. When ݊ is greater than ݉, the structure is 4 Switch-based Hybrid Simulation 76 statically indeterminate, i.e. there are more unknown element forces than available equilibrium equations. To determine the element forces in such a structure using the force method, the ݊ -component element force vector, i.e. ሼݍሽ , must satisfy ݉ equilibrium equations along with ሺ݊ െ ݉ሻ displacement constraints. These constraints are called compatibility conditions and can be expressed by the following equation [Raju and Nagabhushanam 2000]. ሾܤ௫ሿ்ሼݒሽ ൌ ሼ0ሽ Equation 4.16 Equation 4.16 can be expressed in terms of the element forces when substituting Equation 4.10 into Equation 4.11. ሾܤ௫ሿ்ሼݒሽ ൌ ሾܤ௫ሿ் ଶ݂ሺሼݍሽሻ ൌ ሾܤ௫ሿ் ଶ݂ሺሾܤሿሼܲሽሻ ሾܤ௫ሿ் ଶ݂ሺሾܤ௫ሿሼݍ௫ሽሻ ൌ ሼ0ሽ Equation 4.17 ൫ሾܤ௫ሿ் ଶ݂ሺሾܤሿሼܲሽሻ൯ represents the element displacement vector due to the applied loads on the primary structure, and ൫ሾܤ௫ሿ் ଶ݂ሺሾܤ௫ሿሼݍ௫ሽሻ൯ represents the element displacement vector due to the redundant forces on the primary structure. Similar to the displacement-based algorithm, the proposed force-based algorithm must satisfy the dynamic equilibrium as presented in Equation 4.1. In addition, the compatibility conditions as presented in Equation 4.17 need to be maintained. To satisfy these requirements simultaneously, Equation 4.1 and Equation 4.17 are combined with Equation 4.4, Equation 4.14, and Equation 4.15 concurrently. The result can be expressed in matrix form as shown in Equation 4.18. ܨଶሺሼݍାଵሽሻ ൌ ሾܯሿሾ0ሿ ൨ ଵఉమ ൫ሼሾܤሿ் ଶ݂ሺሼݍାଵሽሻሽ െ ሼܷሽ െ ݄൛ ሶܷൟ൯ െ ቀଵଶఉ െ 1ቁ ൛ ሷܷൟሾ0ሿ൩ ሾܥሿሾ0ሿ൨ ఊఉ ሺሼሾܤሿ் ଶ݂ሺሼݍାଵሽሻሽ െ ሼܷሽሻ ቀ1 െఊఉቁ ൛ ሶܷൟ ቀ1 െఊଶఉቁ ݄൛ ሷܷൟሾ0ሿ൩ ሾܤሿሼݍାଵሽሾܤ௫ሿ் ଶ݂ሺሼݍାଵሽሻ൨ െ ሼ ܲାଵሽሼ0ሽ ൨ ൌ ሼ0ሽ Equation 4.18 4 Switch-based Hybrid Simulation 77 Note that ሼݍାଵሽ is the only unknown. Hence, this nonlinear function can be solved using Newton iteration [Burden and Faires 2001]. Equation 4.19 shows the solution of Newton iteration. ሼݍାଵାଵሽ ൌ ሼݍାଵ ሽ െ ൣܨଶ′൫ሼݍାଵ ሽ൯൧ିଵܨଶ൫ሼݍାଵ ሽ൯ Equation 4.19 where ሼݍାଵ ሽ and ሼݍାଵାଵሽ are the solutions of Newton iteration at the kth and (k+1)th iterations, respectively; ൣܨଶ′൫ሼݍାଵ ሽ൯൧ is the derivative of ܨଶ with respect to ሼݍାଵ ሽ as shown in Equation 4.20. ሾܨଶ′ሺሼݍାଵሽሻሿ ൌ ଵఉమ ሺሾܯሿሼሾܤሿ் ଶ݂′ሺሼݍାଵሽሻሽሻ ఊఉ ሺሾܥሿሼሾܤሿ் ଶ݂′ሺሼݍାଵሽሻሽሻ ൣܤ൧ሾܤ௫ሿ் ଶ݂′ሺሼݍାଵሽሻ൩ Equation 4.20 where ଶ݂′ሺሼݍାଵሽሻ is the flexibility of the elements which can be calculated from the analytical sub-assembly or measured from the experimental sub-assembly. Below shows the steps to implement the force-based algorithm for FHS: 1. Form equilibrium using Equation 4.1 at time step n+1 by assuming a trial force vector at the local DOFs, ሼݍାଵሽ. 2. Calculate or measure the element displacement at the local DOFs, ݒାଵ , using constitutive relationship of Equation 4.11 or laboratory displacement feedback. 3. Assemble the element displacement vector at the local DOFs, ሼݒାଵሽ. 4. Calculate the displacement vector at the global DOFs, ሼܷାଵሽ, using Equation 4.12. 5. Calculate the acceleration, ൛ ሷܷାଵൟ, and velocity, ൛ ሶܷାଵൟ, at the global DOFs using Equation 4.14 and Equation 4.15, respectively. 6. Assemble the equation of motion using Equation 4.18. 7. Check error norm to see if the trial ሼݍାଵሽ is valid. 8. If the error norm is less than tolerance, the trail ሼݍାଵሽ is valid. Go to Step (8). Otherwise, repeat from Step (1) using the Newton iteration as presented in Equation 4.19. 9. Update ሼݍାଵሽ by the solution, and then move to the next time step. 4 Switch-based Hybrid Simulation 78 4.2.3 Compatibility equation Equation 4.12 shows that the displacement vector at the global DOFs, ሼܷሽ, can be calculated using only the equilibrium matrix of the primary structure, ሾܤሿ , and the element displacement vector at the local DOFs, ሼݒሽ. This equation can be derived using the principle of virtual work. By definition, the work done by internal forces shall equal to the work done by external forces on any stable system. In this case, the primary structure is selected as the stable and virtual system. Hence, the relationship between the virtual applied loads at the global DOFs, ሼܲ∗ሽ, and the corresponding virtual element forces, ሼݍ∗ሽ, can be established as follow. ሼݍ∗ሽ்ሼݒሽ ൌ ሼܲ∗ሽ்ሼܷሽ Equation 4.21 Similar to Equation 4.10, ሼݍ∗ሽ can be expressed as a combination of ሼܲ∗ሽ and ሼݍ௫∗ሽ. ሼݍ∗ሽ ൌ ሾܤሿሼܲ∗ሽ ሾܤ௫ሿሼݍ௫∗ሽ Equation 4.22 where ሼݍ௫∗ሽ is the redundant force in the virtual system which is also the primary system. Since a primary structure does not have redundant forces, ሼݍ௫∗ሽ is equal to ሼ0ሽ . Then, substitute the resulting Equation 4.22 into Equation 4.21 and expand. ൣሾܤሿሼܲ∗ሽ൧்ሼݒሽ ൌ ሼܲ∗ሽ்ሾܤሿ்ሼݒሽ ൌ ሼܲ∗ሽ்ሼܷሽ → ሼܲ∗ሽ்ሺሾܤሿ்ሼݒሽ െ ሼܷሽሻ ൌ ሼ0ሽ Equation 4.23 Since ሼܲ∗ሽ் ് ሼ0ሽ், the following can be concluded. ሾܤሿ்ሼݒሽ െ ሼܷሽ ൌ ሼ0ሽ Equation 4.24 4.3 Switch control law As presented previously, both the displacement-based and force-based algorithms are applicable to conduct HS with multiple analytical and experimental sub-assemblies. DHS is suitable for soft specimens, while FHS is developed for stiff specimens. When a specimen is 4 Switch-based Hybrid Simulation 79 expected to experience significant changes in stiffness, a combination of DHS and FHS would be ideal. In this section, a switch-based hybrid simulation (SHS) is proposed for such test. Figure 4.2(a) shows the force-displacement relationships of two sub-assemblies: the solid line denotes the specimen with a higher stiffness, and the dashed line denotes the specimen with a lower stiffness. As it is very difficult to perfectly control a hydraulic servo actuator, it is unavoidable to have a small control error in displacement, ∆ݒ. For the softer specimen, ∆ݒ only results in a small force error, ∆ݍ1. However, the same ∆ݒ leads to a large force error, ∆ݍ2, for the stiffer specimen. Therefore, it is not suitable to conduct DHS for stiff specimens. (a) Issue with DHS (b) Issue with FHS Figure 4.2 Stiffness effect on DHS and FHS Figure 4.2(b) shows the force-displacement relationship of an experimental sub-assembly that experiences yielding and finally degradation. In this example, it is assumed that a hydraulic servo actuator has small control errors in force, such as ∆ݍ1 , ∆ݍ2 , and ∆ݍ3 . Assuming the magnitude of these control errors are the same, i.e. |∆ݍ1| ൌ |∆ݍ2| ൌ |∆ݍ3|, the resulting errors in displacement are quite different. During the elastic stage, the force control error, ∆ݍ1, results in small displacement error, ∆ݒ1. This supports the argument to use FHS to test stiff specimens. However, after yielding, the small force control error, ∆ݍ2, can result to a large displacement error, ∆ݒ2. This could cause excessive damages to the 4 Switch-based Hybrid Simulation 80 specimen and incorrect hysteresis loop. During degradation phase, an actuator simply cannot track increasing force signals. Hence, it is physically not possible to control via force. Therefore, FHS is not suitable for specimens with drastic changes in stiffness. The ideal HS should take advantages of both DHS and FHS. A new SHS algorithm is proposed as presented in Figure 4.3. SHS starts a HS test using the force-based control (FC) algorithm when the specimen is elastic. After yielding, SHS switches to the displacement-based control (DC) algorithm. During load reversals, SHS will switch back to the FC algorithm if the unloading stiffness is similar to the initial stiffness. Otherwise, the DC algorithm will continue. The proposed switch control (SC) law improves the robustness of HS by combining the advantages of both the DC and FC algorithms. Figure 4.3 Switch control law The effectiveness of SHS depends on the algorithm’s ability to detect stiffness changes in an experimental sub-assembly. To achieve this, a second-order Langrage polynomial [Burden and Faires 2001] is used to fit the three previously converged data. Then, the tangent stiffness of the experimental sub-assembly is estimated as the derivative of the Langrage polynomial evaluated at the last converged data. This process is illustrated in Figure 4.4(a). If this tangent stiffness were less than a portion of the initial stiffness (i.e. 80% of the initial stiffness), SHS will automatically switch to use the DC algorithm. Within the same time step of integration, the experimental sub-assembly can also undergo changes in stiffness. SHS Force, qDisplacement, vYieldingDCFC DCUltimateFCDCUnloading4 Switch-based Hybrid Simulation 81 uses the same technique to determine and monitor the change in tangent stiffness. The only difference is that instead of using previously converged data, the three previously tried data within the same time step are used. This is illustrated in Figure 4.4(b). This switch law avoids a hydraulic actuator controller to implement force commands which could potentially damage or degrade the experimental sub-assembly. SHS not only improves numerical convergence, but also increases the stability and safety of HS tests. (a) Before entering a time step (b) After entering a time step Figure 4.4 Stiffness detection 4.4 Experimental validation A simple one-storey one-bay prototype model as shown in Figure 4.5(a) is used to validate the proposed SHS. This model consists of a metallic yielding damper (MYD) to dissipate earthquake energy, as well as an elastic moment frame to prevent collapse in the case of MYD failure. The prototype model is assumed to have pinned foundation and lumped masses on the nodes. DHS, FHS, and SHS are conducted at the University of British Columbia using the ground motion record from the 1994 Northridge earthquake as presented in Figure 4.5(b). Force, qDisplacement, vvn‐1vvqn‐1qqLagrange 2nd orderpolynomial fittingConverged data@ step n‐3Tangent stiffnessn‐2n‐3n‐2n‐3Converged data@ step n‐2Converged data@ step n‐1Force, qDisplacement, vvtrial‐1vvqqqtrial‐1Lagrange 2nd orderpolynomial fittingThird lasttried dataTangent stiffnesstrial‐2trial‐3trial‐2trial‐3Second lasttried dataLasttried data4 Switch-based Hybrid Simulation 82 (a) Concentrically braced moment frame (b) Northridge earthquake ground motion record (NGA #968) Figure 4.5 Hybrid simulation parameter For the various types of HS, the beam and columns are the analytical sub-assembly, while the force-deformation response of the MYD is measured experimentally using the setup shown in Figure 4.6. This setup uses a hydraulic servo actuator which can be controlled using either displacement or force commands. The actuator moves the loading beam which is supported on smooth rollers. The displacement and force feedbacks of the MYD are measured using the linear variable differential transformer (LVDT) and load cell mounted on the actuator, respectively. Figure 4.6 Experimental sub-assembly Figure 4.7(a) and Figure 4.7(b) show zoom-in plots of the MYD displacement and force response histories recorded during the earthquake excitation, respectively. In the early stage of the excitation up to approximately 6 seconds, the responses are small and the MYD remains elastic. Up to this loading stage, the DHS overestimates the displacement and force responses when compared to the numerical simulation, as well as to the FHS and SHS. This shows that the DHS is not suitable to test experimental sub-assemblies with high stiffness. On the other hand, the FHS and SHS are very comparable to the numerical simulation up to this loading stage. However, at approximately 6 seconds into the excitation, the MYD starts ElasticElastic20'‐0"10'‐0"RigidMYDPin(Typ.)Mass(Typ.)Mass = 0.05 kip.sec2/inElastic-0.2-0.10.00.10.20 10 20 30 40Acceleration [g]Time [sec]LVDT Load cell MYD Loading beam Roller 4 Switch-based Hybrid Simulation 83 to yield. In FHS, the trial force exceeds the resistance of the MYD. Hence, it fractures the MYD. Figure 4.7(c) shows the MYD tested using FHS. The fracture of the MYD causes numerical non-convergence that terminates the FHS test. On the other hand, at around this time of the excitation, SHS switches to the DC algorithm and continues to perform well after the MYD has yielded. Figure 4.7(d) shows the MYD tested using SHS. This investigation proves that the proposed SHS is more ideal to test an experimental sub-assembly with large stiffness changes. SHS utilizes the FC algorithm during the elastic state of an experimental sub-assembly and switches to the DC algorithm after yielding. It should be noted that although SHS utilizes the DC algorithm after yielding, the MYD response time histories after 6 seconds are very different from those by DHS. The reason is that DHS has caused incorrect hysteresis loops during the elastic state and softened the MYD. Consequently, it affects the post-yielding behaviour of the MYD. (a) Displacement time history Figure 4.7 Experimental study of DHS, FHS, and SHS 4 5 6 7 8 9 10-0.04-0.03-0.02-0.0100.010.020.030.04Time [sec]Displacement [in.] DHSFHSSHSNumericalFracture occurred on the MYD 4 Switch-based Hybrid Simulation 84 (b) Force time history (c) FHS (d) SHS Figure 4.7 Experimental study of DHS, FHS, and SHS As presented in Figure 4.4, the switching between the DC and FC algorithms is based on the tangent stiffness of an experimental sub-assembly. For this test, the switch threshold is selected to be 80% of the specimen initial stiffness. When the tangent stiffness is less than 80% of the initial stiffness, the DC algorithm is used. Otherwise, the FC algorithm is used. The tangent stiffness is calculated based on the previous three force-displacement data collected by the load cell and LVDT. Figure 4.8 shows the control algorithm implemented to obtain the force-displacement relationship of the specimen at a given time step of the ground motion excitation. Before yielding, the specimen is elastic and hence, the test is conducted with the FC algorithm (Figure 4.8(a)). After yielding, the test switches to and continues with the DC algorithm (Figure 4.8(b)) because the tangent stiffness of the specimen during unloading and reloading does not exceed 80% of the initial stiffness. 4 5 6 7 8 9 10-2-1.5-1-0.500.511.52Time [sec]Force [kip] DHSFHSSHSNumericalFracture occurred on the MYD 4 Switch-based Hybrid Simulation 85 (a) Before yielding (b) After yielding Figure 4.8 Switching of control algorithm 4.5 Summary HS is a testing technique to study the nonlinear dynamic behaviour of a structural system without physically constructing the entire structure and testing it on a shake table. The structure is separated into analytical and experimental sub-assemblies. HS models the former in a computer and tests the latter in a laboratory. The response of the structure to an earthquake is simulated with live laboratory feedback. Such a testing technique saves time and labour. More importantly, HS is the ideal validation tool for the development of earthquake resilient fused structures where structural fuses are the yielding elements and suitable candidates of the experimental sub-assembly. Traditional HS is displacement-based where numerical integration schemes use trial displacements to check the equilibrium on the equation of motion. Such schemes are easy to implement in a laboratory because hydraulic servo actuators are typically displacement controlled. However, when DHS is used on stiff experimental sub-assemblies, a small actuator control error in displacement can result to a large error in force measurement. This causes incorrect hysteresis loops. In the extreme case, this can prematurely yield and damage a specimen. In this chapter, a finite element force-based algorithm is proposed. This algorithm uses trial forces at the local DOFs instead of trial displacements at the global DOFs. To ensure a structural system is compatible and in equilibrium, a combined equilibrium equation with compatibility conditions at each time step is solved simultaneously. Different from the previously published FHS algorithms, the -0.1 -0.05 0 0.05 0.1-1-0.500.51Displacement [in.]Force [kip]-0.2 -0.1 0 0.1 0.2-2-1.5-1-0.500.511.52Displacement [in.]Force [kip]FC DC FC DC 4 Switch-based Hybrid Simulation 86 proposed FHS algorithm utilizes the finite element approach. It can test complex structures using trial forces and sub-structure techniques in a non-real-time environment. A one-storey one-bay concentrically braced moment frame is used to compare the performance of DHS and FHS. The result shows that the proposed FHS is superior to the traditional DHS when the stiffness of a specimen is high. FHS minimizes control errors and avoids incorrect hysteresis loops. It is recognized that a stiff sub-assembly eventually softens after yielding. FHS may be unstable or difficult to converge once the stiffness reduces. To address this deficiency, a switch control law is developed in this chapter to switch between the proposed FC algorithm and traditional DC algorithm. The switch to DC occurs when a reduction in stiffness is detected in the experimental sub-assembly. SHS combines the advantages of both DHS and FHS to examine a specimen undergoing changes in stiffness. With the same braced frame, the result proves that the proposed SHS has the required robustness to perform efficient and accurate simulations over an entire loading history, i.e. before and after the yielding of a stiff experimental sub-assembly. SHS not only improves numerical convergence, but also increases the safety of HS tests. 5 Experimental Program 87 Chapter 5 Experimental Program Chapter 2 has introduced an equivalent energy design procedure (EEDP) for fused seismic force resisting systems (SFRSs). This practical and non-iterative procedure allows engineers to design a fused system with multiple performance objectives corresponding to various seismic hazard levels. Chapter 3 has developed a fused SFRS named fused truss moment frame (FTMF) that can be easily designed using EEDP. This frame is earthquake resilient because it uses replaceable structural fuses as the primary SFRS to provide rapid return of occupancy. In addition, it has moment resisting frames as the secondary SFRS to prevent structural collapse. Chapter 4 has proposed an efficient and reliable switch-based hybrid simulation (SHS) to examine the nonlinear dynamic behaviour of a fused SFRS. In SHS, a structural fuse is designated as the experimental sub-assembly, while the remaining structure is modelled as the analytical sub-assembly. The objective of this chapter is to verify, by means of SHS from Chapter 4, that a one-storey one-bay FTMF similar to that from Chapter 3 and designed using EEDP from Chapter 2 can indeed exhibit multiple performance objectives as intended when subjected to different earthquake shaking intensities. In this chapter, Section 5.1 provides a detailed description of the structural testing facility. SHS is conducted in Section 5.2 to study the structural responses of the FTMF that uses a proprietary buckling restrained brace (BRB) as its structural fuse. 5.1 Structural testing facility The structural testing facility will be described in terms of laboratory in Section 5.1.1 and controller in Section 5.1.2. The former includes the testing facility and mechanical hardware, while the latter comprises the control framework and data acquisition. 5 Experimental Program 88 5.1.1 Laboratory The Structural Laboratory in the Department of Civil Engineering at the University of British Columbia (UBC) is one of the preeminent institutes for earthquake engineering research. It consists of a 450m2 high-head room as shown in Figure 5.1(a). The strong floor has a footprint of 9.0m by 22.0m, while the 4.9m high L-shaped strong wall has a footprint of 9.3m by 4.3m. The Laboratory can accommodate large-scale structural components and sub-assemblies. The hydraulic power unit is provided by the MTS Systems Corporation as shown in Figure 5.1(b). The model number is 506.61, and serial number is 110. The unit is located in the basement of the Laboratory and capable to supply 70gpm of hydraulic fluid at 3000psi working pressure. The hydraulic service manifold is also provided by the MTS Systems Corporation as shown in Figure 5.1(c). The model number is 293.22A-12, and serial number is 10183602. The manifold is located by the strong wall and has dual stations. It regulates hydraulic pressure for precise servo valve control as well as minimizes the effects of rapid application and removal of high pressure to a servo valve. In short, the manifold distributes the hydraulic fluid from the hydraulic power unit to a servo valve which then controls the movement of a hydraulic servo actuator shown in Figure 5.1(d). The actuator is again provided by the MTS Systems Corporation. The model number is 201.60, and serial number is 10375076A. The actuator is equipped with a Temposonics linear displacement transducer that has a stroke capacity of 20 inches and a load cell that has compression and tension capacities of 228 kips and 146 kips, respectively. (a) Strong floor and wall (b) Hydraulic power unit Figure 5.1 UBC Structural Laboratory Strong wall Strong floor 5 Experimental Program 89 (c) Hydraulic service manifold (d) Hydraulic servo actuator Figure 5.1 UBC Structural Laboratory As the actuator moves, it engages the UBC Smart Structure Testing Machine as shown in Figure 5.2. The Machine primarily consists of a loading carriage between the actuator and BRB. The purpose of the carriage is to apply pure axial forces onto a specimen and to protect the actuator at extreme loading conditions. The carriage is mounted on floor tracks and unidirectional bearings to minimize the effects of friction. Six bearings of one kip compression capacity each are installed under the carriage. Steel wheels at the sides and top are used to guide the carriage to ensure its unidirectional movement. Side steel plates and top steel angles are placed to provide carriage stability against any accidental misalignment due to fabrication and installation as well as during testing. Thru steel pins are used at both ends of the BRB as connections to the loading carriage and reaction seat. This detail eliminates any bending moment generated at the connections. The structural design and fabrication drawings of the Machine are provided in Appendix E. The industry sponsors include George Third & Son, Custom Plate & Profiles, Pacific Bolt Manufacturing Ltd., Canadian Institute of Steel Construction, and StarSeismic. Temposonics Load cell Servo valve 5 Experimental Program 90 (a) Overall – front (b) Overall – side (c) Hydraulic servo actuators (d) Buckling restrained braces Figure 5.2 UBC Smart Structure Testing Machine 5.1.2 Controller A hierarchical control framework is adopted in this chapter to control the actuator. This framework is a form of control systems to handle complex control problems by decomposing them into smaller sub-problems and re-assembling their solutions via a hierarchical tree. Command signals to be achieved flow down the hierarchical tree from a high-level controller to one or multiple low-level controller(s), whereas command results flow back up the tree from the low-level controller(s) to high-level controller. The framework has been widely used to handle control challenges in different fields such as aerospace, robotic, and process industries. It has also recently been applied to earthquake engineering to control shake tables [Yang et al. 2015]. The framework assigns specific tasks to each level of controllers to ease the development, implementation, and adaptability of advanced testing techniques such as SHS in a laboratory. The job of a low-level controller in the hierarchical control framework is to receive a command signal, either in displacement or force, from a high-level controller and accurately Steel plate Steel angle Loading carriage Steel wheel Steel wheel Reaction seat BRB Steel pinActuator Track 5 Experimental Program 91 implement it through a closed loop control as shown in Figure 5.3. The error in the figure is calculated as the difference between a command signal and displacement or force feedback measured by a displacement or force sensor, respectively. To correct this error, a traditional proportional-integral-derivative (PID) controller is utilized to determine the voltage required to move an actuator. Typically, this voltage signal goes through a voltage-current converter to control the spool inside a servo valve. The position of the spool determines the amount of hydraulic oil into the cylinder barrel of an actuator. The oil in turn pushes or pulls on the piston to move the cylinder rod of an actuator. Finally, the rod achieves the command signal onto a specimen to provide displacement or force feedback. The control strategy is termed closed loop because feedback is used to correct error. Figure 5.3 Closed loop block diagram of low-level controller For a low-level controller to perform, a data acquisition system as shown in Figure 5.4 is required to process all sensor signals. The Temposonics linear displacement transducer uses 5V excitation. It produces single ended analog signals that are filtered by a 50Hz low-pass filter with a gain of 0.5. The load cell needs 10V excitation. It produces Wheatstone bridge analog signals that are filtered by a 1.6kHz low-pass filter with a gain of 100. (a) Front view (b) Rear view Figure 5.4 Advanced Control Testing System Data acquisition Controller Error PID Actuator Specimen +-Command signal Output Feedback Sensor 5 Experimental Program 92 The job of a high-level controller in the hierarchical control framework is to generate command signals, either in displacement or force. Such a controller can be as simple as a function generator that produces step, ramp, or sinusoidal signals to perform component testing. In the case of hybrid simulation, a high-level controller can be the displacement-based, force-based, or switch-based control algorithms explained in Chapter 4. 5.2 Hybrid simulation Prior to implementing the innovative earthquake resilient FTMF proposed in Chapter 3 in practice, it is imperative to validate it through testing. Chapter 4 has demonstrated that SHS is an economical and robust experimental technique to study fused SFRSs. Hence, it is utilized to validate the proposed FTMF. Section 5.2.1 and Section 5.2.2 provide the setup and parameter of the SHS conducted on a simple one-storey one-bay FTMF prototype building. The results are given in Section 5.2.3. The design of the prototype using EEDP is given in Appendix F. 5.2.1 Sub-assembly setup The first step to conduct hybrid simulation is to identify the analytical and experimental sub-assemblies. Figure 5.5(a) shows the FTMF under investigation, and Figure 5.5(b) gives the model element number for each of the structural members. (a) Elevation view (b) Model element number Figure 5.5 One-storey one-bay FTMF designed by EEDP 5'‐0" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 5'‐0"4'‐0"2'‐6"31'‐0"48'‐0"W10X602‐L4X312X12X38 SLBB2‐L4X4X38(Typ. @ Diag.)W24X1312‐L2X2X14(Typ. @ Vert.)BRBFBRB = 94kip(TYP.)Momentconnection(Typ.)W24X13115Experimental BRB243967810 11 12 13 14 15 16 17 1819 20 21 22 23 2425 26 27 28 29 30 3132 3933 34 35 36 37 38Simulated BRBusing symmetry& experimental BRB5 Experimental Program 93 The left-hand side BRB whose element number is 1 is chosen as the experimental sub-assembly because this structural fuse is newly developed by StarSeismic. As a proprietary product, the BRB internal structure and mechanism cannot be disclosed. Hence, its force-deformation relationship is unknown and cannot be modelled effectively. The remaining system is designated as the analytical sub-assembly. Due to the limited number of available specimen from StarSeismic, the right-hand side BRB has to be a part of the analytical sub-assembly in order to conduct three tests and study the FTMF responses under three earthquake shaking intensities. The behaviour of the right-hand side BRB during a ground motion excitation is simulated by live updating from the experimental sub-assembly. This simulation is valid due to structural symmetry. Table 5.1 lists the model parameters for all the elements. The primary SFRS consists of elements 1 and 2, while the secondary SFRS are elements 3 and 4. The force-deformation relationship of the primary SFRS is unknown and hence determined in the laboratory. The moment-rotation response of the secondary SFRS is assumed to be elastic-plastic with yielding moment, ܯ௬ , and rotational stiffness, ܧெ , defined based on the calibrated zero-length element from Chapter 3. The columns are elements 5 to 8, and truss chords are elements 9 to 24. These are modeled as elastic beam-column elements. The truss webs are elastic truss elements whose element numbers are 25 to 39. The area, ܣ, and moment of inertia, ܫ, of these elastic elements are based on the design sections shown in Figure 5.5(a). Table 5.1 Model element parameters Element number Element type Numerical model Parameters 1 Experimental BRB (experimental sub-assembly) 2 Simulated BRB (updated using symmetry & experimental BRB data) 3-4 Zero-length Rigid axial & shear, Elastic-plastic moment ܯ௬ = 1100kip-in ܧெ = 398618kip-in 5-8 Beam-column Elastic ܣ = 38.5in2 & ܫ = 4020in4 9-18 Beam-column Elastic ܣ = 17.6in2 & ܫ = 341in4 19-24 Beam-column Elastic ܣ = 7.0in2 & ܫ = 7.5in4 25-31 Truss Elastic ܣ = 1.9in2 32-39 Truss Elastic ܣ = 5.7in2 5 Experimental Program 94 The laboratory and controller described in Section 5.1 are used to conduct SHS. Figure 5.6(a) shows the left-hand side BRB of the FTMF in position of the UBC Smart Structure Testing Machine. This represents the experimental sub-assembly. Both ends of the BRB are pinned connected to the Machine. The pin in Figure 5.6(b) is attached to the reaction seat. The pin in Figure 5.6(c) is connected to the loading carriage. Two displacement sensors parallel to the BRB are used. Figure 5.6(d) shows the linear pot attached directly to the BRB shaft. This measures the BRB core displacement. Figure 5.6(e) shows the linear pot attached to the thru pin. This measures the displacement between the pins. Both sensors use swivels at the attachments so that they remain level throughout the test. A third displacement sensor is the Temposonics linear displacement transducer located on the actuator. This sensor measures the movement of the actuator. (a) Overall (b) Pin at reaction seat (c) Pin at loading carriage (d) Core displacement (e) Pin displacement Figure 5.6 Setup of experimental sub-assembly 5.2.2 Simulation parameter The second step to conduct hybrid simulation is to determine matrix parameters needed in the displacement-based and force-based algorithms as explained in Chapter 4. In both algorithms, it is necessary to transform displacement between the global and local degree-of-freedom (DOF) using a compatibility matrix. The matrices for truss, beam-column, and zero-length elements are derived in Appendix G. Once the compatibility matrices are determined for all the elements, they are assembled to obtain the system compatibility matrix, ൣܣ൧. 5 Experimental Program 95 According to Table 5.1, there are 17 truss elements, 20 beam-column elements, and 2 zero-length elements in the FTMF. These elements result in 83 local DOFs. Figure 5.5(b) shows that the FTMF has 24 nodes. Except the nodes at the pinned foundation which have 1 global rotational DOF, each node has 3 global DOFs. These nodes result in 68 global DOFs. Therefore, ൣܣ൧ of the FTMF has a size of 83 by 68 to transform displacement from the local to global DOF. The basic stiffness matrix is used to relate displacement to force in the local DOF. The matrices for truss, beam-column, and zero-length elements are given in Appendix G. Once the basic stiffness matrices are determined for all the elements, they are assembled to obtain the system stiffness matrix at the local DOF, ሾܭ௦ሿ. Based on the elements of the FTMF as presented in Table 5.1, the size of ሾܭ௦ሿ is 83 by 83. Finally, the system stiffness matrix at the global DOF, ሾܭሿ, can be calculated by the following equation to be a size of 68 by 68. ሾܭሿ ൌ ൣܣ൧் ൈ ሾܭ௦ሿ ൈ ൣܣ൧ Equation 5.1 Appendix G shows the available element force, ݍ, that matches the available local DOF for each element type. With the 39 elements of the FTMF in Figure 5.5(b), Table 5.2 provides the number assignment of each element force for all the elements. In total, there are 83 element forces. Since there are 68 global DOFs corresponding to 68 available equilibrium equations, the FTMF is statically indeterminate to the 15th degree. Therefore, 15 redundant forces need to be selected in order to create the primary structure and solve the system using the force-based algorithm. These forces are identified as bold text with dark shade in Table 5.2. Different selections can be made to conduct hybrid simulation. In the force-based algorithm, ሾܤ௫ሿ is known as the force influence matrix that relates the redundant forces to all the element forces. Each column vector of ሾܤ௫ሿ represents the 83 element forces in the primary structure due to a unit value of the corresponding component of the redundant forces with all the other components set to zero. Since there are 15 redundant forces in the FTMF, ሾܤ௫ሿ has a size of 83 by 15. ሾܤሿ is known as the equilibrium matrix of the primary structure. Each column vector of ሾܤሿ represents the 83 element forces in the primary structure due to a 5 Experimental Program 96 unit force applied at the corresponding global DOF with the redundant forces set to zero. Since there are 68 global DOFs in the FTMF, ሾܤሿ has a size of 83 by 68. Table 5.2 Element force assignment El. q1 q2 q3 El. q1 q2 q3 El. q1 q2 q3 El. q1 q2 q3 1 1 - - 11 27 28 29 21 57 58 59 31 75 - - 2 2 - - 12 30 31 32 22 60 61 62 32 76 - - 3 3 4 5 13 33 34 35 23 63 64 65 33 77 - - 4 6 7 8 14 36 37 38 24 66 67 68 34 78 - - 5 9 10 11 15 39 40 41 25 69 - - 35 79 - - 6 12 13 14 16 42 43 44 26 70 - - 36 80 - - 7 15 16 17 17 45 46 47 27 71 - - 37 81 - - 8 18 19 20 18 48 49 50 28 72 - - 38 82 - - 9 21 22 23 19 51 52 53 29 73 - - 39 83 - - 10 24 25 26 20 54 55 56 30 74 - - 5.2.3 Simulation result The near-field ground motion record of the 1999 Chi-Chi earthquake is selected for hybrid simulation. Figure 5.7(a) and Figure 5.7(b) show the time history and response spectrum of the acceleration record, respectively. Figure 5.7(b) also shows the design target spectrum which is the maximum considered earthquake shaking intensity at Berkeley based on ASCE/SEI 7-10 [2010]. The ground motion response spectrum is amplitude scaled to match the target. To account for modal elongation and higher modes, the ground motion is scaled to match in the period range between 0.2ܶ and 1.5ܶ, where ܶ is the fundamental period of about one second for the FTMF. 5 Experimental Program 97 (a) Time history (b) Response spectrum Figure 5.7 Ground motion record of 1999 Chi-Chi earthquake (RSN#1521, CHICHI-TCU089-E) The FTMF is designed to have three performance objectives under three earthquake shaking intensities: 1) immediate occupancy (IO) under the service level earthquake (SLE); 2) rapid return (RR) under the design based earthquake (DBE); 3) collapse prevention (CP) under the maximum considered earthquake (MCE). To validate that the proposed FTMF can be efficiently designed using the proposed EEDP and perform as intended, the developed SHS is utilized to conduct full-scale hybrid simulation. Figure 5.8 shows the roof drift ratio (RDR) time history of the FTMF subjected to the ground motion presented in Figure 5.7(a). The motion is amplitude scaled to the three shaking intensities. According to EEDP, the performance target of RDR is 0.6%, 1.8%, and 2.8% under SLE, DBE, and MCE, respectively. These target RDRs are shown as dashed lines in Figure 5.8. Each SHS shows that the result RDR is bounded by the target RDR with only slight over-target for the case of SLE. In other words, the FTMF designed using EEDP can practically achieve the target 0 10 20 30 40 50 60-150-100-50050100150Time [sec]Acceleration [in./sec2]0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 201234Period [sec]Sa [g] 0.2ܶ to 1.5ܶ ܶ = 1.0 second Target spectrum Response spectrum 5 Experimental Program 98 RDRs. Figure 5.9 shows the roof acceleration time history due to the three shaking intensities. (a) SLE (b) DBE (c)MCE Figure 5.8 Comparison of RDR ‐1.0%‐0.5%0.0%0.5%1.0%0 10 20 30 40 50RDRTime [sec]‐3.0%‐1.5%0.0%1.5%3.0%0 10 20 30 40 50RDRTime [sec]‐5.0%‐2.5%0.0%2.5%5.0%0 10 20 30 40 50RDRTime [sec]Target RDR Target RDR Target RDR Target RDR Target RDR Target RDR 5 Experimental Program 99 (a) SLE (b) DBE (c) MCE Figure 5.9 Roof acceleration The FTMF uses BRBs and moment connections (MCs) to resist lateral forces. The formal is the primary SFRS, while the latter is the secondary SFRS. During the frequently occurred earthquake, the FTMF is designed to achieve the IO performance objective. Figure 5.10(a) and Figure 5.10(b) show that, at the SLE shaking intensity, the BRB and MC remain elastic. In other words, the FTMF is damage-free to provide the IO performance objective. During the DBE shaking intensity, the BRB is designed to act as structural fuse and protect the remaining system from yielding. Figure 5.10(c) and Figure 5.10(d) show that the BRB has yielded while the MC remains elastic. After the earthquake, the BRB can be replaced to ‐1.5‐0.50.51.50 10 20 30 40 50Acceleration [g]Time [sec]‐1.5‐0.50.51.50 10 20 30 40 50Acceleration [g]Time [sec]‐1.5‐0.50.51.50 10 20 30 40 50Acceleration [g]Time [sec]5 Experimental Program 100 achieve the RR performance objective. During the MCE shaking intensity, Figure 5.10(e) and Figure 5.10(f) indicate that both the BRB and MC are capable to dissipate earthquake energy without degradation. This satisfies the CP performance objective. (a) BRB under SLE (b) MC under SLE (c) BRB under DBE (d) MC under DBE (e) BRB under MCE (f) MC under MCE Figure 5.10 Hysteresis of yielding elements -1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]-0.01 -0.005 0 0.005 0.01-1500-1000-500050010001500Rotation [-]Moment [kip-in.]-1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]-0.01 -0.005 0 0.005 0.01-1500-1000-500050010001500Rotation [-]Moment [kip-in.]-1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]-0.01 -0.005 0 0.005 0.01-1500-1000-500050010001500Rotation [-]Moment [kip-in.]5 Experimental Program 101 Figure 5.11 shows the maximum force demand capacity ratio (DCR) time history of the non-yielding members under the MCE shaking intensity. The capacity is defined by the nominal strength of the member per ANSI/AISC 360-10 [2010]. For the columns as well as truss top and bottom chords, axial-moment interaction is considered. To be thorough, the DCRs are obtained at various locations. For the columns, the ratios are calculated at the foundation, roof, as well as above and below the BRB connection. For the top and bottom chords of the truss, the ratios are determined at each panel point. For the web of the truss, each vertical and diagonal member is examined. According to the figure, all the DCRs are less than unity. This suggests that the non-yielding members indeed remain elastic and hence can be modeled as elastic elements. (a) Column (b) Truss top chord (c) Truss bottom chord Figure 5.11 DCR of non-yielding elements under MCE 00.510 10 20 30 40 50 60DCR [‐]Time [sec]00.510 10 20 30 40 50 60DCR [‐]Time [sec]00.510 10 20 30 40 50 60DCR [‐]Time [sec]5 Experimental Program 102 (d) Truss vertical web (e) Truss diagonal web Figure 5.11 DCR of non-yielding elements under MCE The hybrid simulation of the FTMF assigns the BRB as the experimental sub-assembly. Due to its high initial stiffness and stiffness reduction after yielding, displacement-based or force-based algorithm alone is not adequate for the BRB. Therefore, SHS is utilized to switch between these algorithms and provide robust hybrid simulation. SHS avoids incorrect hysteresis during the elastic phase of the BRB and eliminates actuator instability. As explained in Chapter 4, the switching is based on the tangent stiffness of an experimental sub-assembly. For this test, the switch threshold is selected to be 80% of the BRB initial stiffness. When the tangent stiffness is less than 80% of the initial stiffness, the displacement-based algorithm is used. Otherwise, the force-based algorithm is used. The tangent stiffness is calculated based on the previous three BRB force-displacement data collected by the load cell and linear pot. Figure 5.12 shows the control algorithm implemented to obtain the force-displacement relationship of the BRB at a given time step of the test. During the SLE shaking intensity, the BRB is elastic, and hence the test is conducted with the force-based algorithm. During both the DBE and MCE shaking intensities, the test is generally conducted with the force-based 00.510 10 20 30 40 50 60DCR [‐]Time [sec]00.510 10 20 30 40 50 60DCR [‐]Time [sec]5 Experimental Program 103 algorithm over the loading and unloading phases of the BRB. The tangent stiffness after yielding and during reloading opposite to the previous loading direction is typically less than 80% of the initial stiffness. Therefore, the displacement-based algorithm is implemented. It should be noted that the observed switching between the algorithms can only be generalized because the tangent stiffness is calculated using the data directly collected from the laboratory. Experimental data measured by sensors always contain noises, and hence, some unnecessary switching is expected. It can be minimized by improving sensors but may not be avoided entirely. (a) SLE Legend (b) DBE (c) MCE Figure 5.12 Switching of control algorithm -1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]-1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]-1 -0.5 0 0.5 1-150-100-50050100150Displacement [in.]Force [kip]Force-based Displacement-based 5 Experimental Program 104 5.3 Summary Chapter 2 proposes EEDP as an alternative design procedure. Chapter 3 applies it to the innovative FTMF to demonstrate that a fused structure can be easily designed using EEDP and exhibit three performance levels under three earthquake shaking intensities. This chapter uses the robust and reliable SHS from Chapter 4 to experimentally examine the behaviour of the FTMF designed using EEDP. SHS is implemented in the University of British Columbia via a hierarchical control framework. The high-level controller consists of the numerical simulation to generate trial displacement or force commands. The low-level controller accurately implements these commands to obtain feedback of the experimental sub-assembly. The result shows that SHS can successfully verify the various target RDRs of the FTMF under different earthquake shaking intensities. In addition, SHS shows that the FTMF is damage free during the SLE shaking intensity. As the intensity increases to DBE, the structural fuse is activated to protect the remaining structure from damages. The fuse can be efficiently replaced after an earthquake to achieve resilience. At the MCE intensity, the secondary SFRS is engaged to prevent structural collapse. Throughout the three tests, SHS not only improves numerical convergence, but also increases the safety of HS tests. Therefore, the experimental program conducted in this chapter should be an essential part of the framework for researchers and engineers to develop future earthquake resilient fused structures. 6 Conclusion 105 Chapter 6 Conclusion The previous chapters have presented an efficient design procedure and effective testing technique for an innovative earthquake resilient fused structure. This chapter discusses how each topic contributes to developing future fused structures and concludes the dissertation with future research suggestions. 6.1 Developing earthquake resilient fused structures With an increasing trend to build resilient communities for future earthquakes, innovative resilient fused structures are being developed. These structures use structural fuses to dissipate earthquake energy. These fuses are designed to be efficiently repairable or replaceable without affecting the functionality of a structure. This dissertation aims to provide a consistent approach to design and validate earthquake resilient fused structures. It consists of the following: 1) an alternative design approach namely equivalent energy design procedure (EEDP) to obtain member sizes of a fused structure that satisfies system strength and ductility without iterations; 2) an experimental technique called switch-based hybrid simulation (SHS) to validate a fused structure designed using EEDP. 6.1.1 Design of earthquake resilient fused structures The implementation of innovative earthquake resilient fused structures will not be possible unless there is a simple and practical design procedure. In this dissertation, EEDP is presented to design fused seismic force resisting systems (SFRSs). This procedure directly takes structural strength and ductility into consideration. It does not require an estimation of member sizes nor design iterations. It allows designers to select multiple performance 6 Conclusion 106 objectives at different earthquake shaking intensities. While the procedure is based on simple energy equivalence between inelastic and elastic systems, it recognizes the difference in energy dissipation between a system which is subjected to a monotonic pushover and that subjected to a cyclic dynamic load. This difference is addressed via energy modification factors developed using the responses of nonlinear single degree-of-freedom (DOF) systems through time history analysis. The detailed derivation and validation of EEDP is presented in this dissertation. To illustrate the implementation of EEDP, a fused truss moment frame (FTMF) is proposed and designed using EEDP to achieve multi-level performance objectives at different earthquake shaking intensities. A calibrated numerical model of the FTMF is constructed to conduct nonlinear dynamic analysis. As shown by the analysis, the EEDP designed FTMF can achieve the target roof drift ratios (RDRs) without an iterative design process. This implies significant time and cost savings to the engineering community. This also allows designers to select appropriate non-structural components that are capable to withstand the anticipated system deformations. The analysis results indicate that the FTMF can control the location and degree of damages to the designated elements. At the low level shaking intensity, the FTMF is damage free. The structural fuses start to yield at the median level shaking intensity to protect the remaining system. During severe shakings, the secondary SFRS are then activated to prevent building collapse. In addition, incremental dynamic analysis is performed to obtain the collapse fragility curve of the FTMF. Based on the methodology described in FEMA-P695, the proposed FTMF designed using EEDP has adequate seismic safety against collapse. 6.1.2 Validation of earthquake resilient fused structures An essential step in developing an innovative earthquake resilient fused structure is validation via testing. Although full-scale shake table testing is the most comprehensive study of structural behaviour during a ground excitation, it is typically cost prohibitive to conduct such testing on a regular basis. Hybrid simulation (HS) is an innovative experimental technique which separates a complex structure into analytical and experimental sub-assemblies. Such a technique saves time and labour. Traditional HS is displacement-based (DHS), where numerical integration schemes use trial displacements to check the equilibrium on the equation of motion. However, when DHS is used on stiff experimental 6 Conclusion 107 sub-assemblies, a small hydraulic servo actuator control error in displacement can result to a large error in force measurement. This causes incorrect hysteresis loops. In the extreme case, this can prematurely yield and damage a specimen. In this dissertation, a finite element force-based HS (FHS) algorithm is proposed. This algorithm uses trial forces at the local DOFs instead of trial displacements at the global DOFs. To ensure a structural system is compatible and in equilibrium, a combined equilibrium equation with compatibility conditions at each time step is solved simultaneously. However, FHS may be unstable or difficult to converge once the stiffness of a specimen reduces. To address this deficiency, switch-based HS (SHS) is proposed. It combines the advantages of both DHS and FHS to examine a specimen undergoing changes in stiffness. A one-storey one-bay concentrically braced moment frame is used to prove that the proposed SHS has superior performance over DHS and FHS regardless of stiffness. SHS is then utilized to examine the seismic performance of the proposed FTMF. SHS successfully verifies that the FTMF designed using EEDP can achieve the various target RDRs under different earthquake shaking intensities. In addition, SHS shows that the FTMF is damage free during the low level shaking intensity. As the intensity increases to median, the structural fuse is activated to protect the remaining structure from damages. The fuse can be efficiently replaced after an earthquake to achieve resilience. At the maximum considered intensity, the secondary SFRS is engaged to prevent structural collapse. Throughout the three tests, SHS not only improves numerical convergence, but also increases the safety of HS tests. 6.2 Future research Innovative earthquake resilient fused structures are building blocks to achieve earthquake resilient communities. The design procedure and validation technique developed in this dissertation provide a unified approach to research and implement such structures. This dissertation has demonstrated that the application of EEDP is simple so that it is practical for design offices. In addition, the setup of SHS is cost-effective so that full-scale testing can be routinely conducted in research facilities. The combined use of EEDP and SHS allows researchers and designers to obtain accurate dynamic responses and post-earthquake performances of a fused structure when subjected to ground shakings. The following is a list of suggested topics for future research and improvement: 6 Conclusion 108 1. The current EEDP is based on the dynamic responses of an equivalent single DOF system. It is most applicable to structures whose behaviour is dominated by the fundamental mode. This might not be the case for tall buildings. Future research should determine formulation adjustments and/or modification factors needed for EEDP to directly consider higher mode effects. 2. The current EEDP is applicable to earthquake resilient fused structures with a tri-linear force-deformation relationship. This relationship is decomposed into two bi-linear ones which are for the primary and secondary SFRSs. It is possible that either the primary or secondary system already has a tri-linear relationship. An example is concrete shear walls whose stiffness changes at concrete cracking in addition to steel yielding. Future research should expand EEDP so that it is applicable to structures with other force-deformation relationship. 3. The current EEDP is based on the primary and secondary SFRSs working in parallel and concurrently to provide resistance to earthquake loadings. It is possible to have the secondary system engaged or triggered only by the yielding of the first, i.e. the primary and secondary SFRSs act in series. Future research should determine formulation adjustments needed for EEDP to design structural systems with SFRSs in series. 4. The current energy modification factors used in EEDP are determined via nonlinear dynamic analysis. They have been validated using three different sets of seismic hazards. However, the data is still limited. Effects associated to long duration and fault mechanism are implicitly considered. Future research should conduct additional analysis to fine tune the factors and/or categorize them for each effect. 5. The current FHS algorithm is implicit and requires iterations. Therefore, it is not suitable to conduct real-time testing. Future research should develop explicit algorithms suitable for real-time testing and applicable to rate dependent experimental sub-assemblies. 6. The current SHS algorithm is capable to track and calculate tangent stiffness of multiple experimental sub-assemblies. Once a reduction in stiffness is detected in any one of the sub-assemblies, SHS switches to use the DHS algorithm for the entire structure that is under investigation. This includes the experimental sub-assemblies 6 Conclusion 109 that have not yet yielded. Future research should switch between the DHS and FHS algorithms on an individual basis, i.e. each experimental sub-assembly switches between the algorithms at different time steps of a ground motion record depending on its own tangent stiffness. Such a switching algorithm effectively mixed controls hydraulic servo actuators throughout a test. 7. In order to provide a common measure of earthquake resilience among different types of structures for the general public, future research should draft a rating system for structural resilience. The rating system can promote the use of innovative earthquake resilient fused structures and eventually achieve community-wide resilience. Bibliography 110 Bibliography 1. Akiyama H. Earthquake-Resistant Limit-State Design for Buildings. University of Tokyo Press, Tokyo, 1985. 2. Akiyama H. Earthquake Resistant Design Based on the Energy Concept. Proceedings of the 9th World Conference on Earthquake Engineering 1988; V: 905-910. 3. Akiyama H. Seismic Resistant Steel Structures: Method Based on Energy Criteria (Chapter 3). International Centre for Mechanical Sciences, Springer Verlag Wien, New York, 2000. 4. ANSI/AISC 360-10. Specification for Structural Steel Buildings. American Institute of Steel Construction, Chicago, 2010. 5. ASCE/SEI 7-10. Minimum Design Loads for Buildings and Other Structures. American Society of Civil Engineers, Virginia, 2010. 6. ASCE/SEI 31-03. Seismic Evaluation of Existing Buildings. American Society of Civil Engineers, Virginia, 2003. 7. ASCE/SEI 41-06. Seismic Evaluation and Retrofit of Existing Buildings. American Society of Civil Engineers, Virginia, 2006. 8. Black CJ, Makris N, Aiken ID. Component Testing, Seismic Evaluation and Characterization of Buckling-Restrained Braces. Journal of Structural Engineering 2004; 130(6): 880-894. 9. Bruneau M, Chang SE, Eguchi RT, Lee GC, O’Rourke TD, Reinhorn AM, Shinozuka M, Tierney K, Wallace WA, Winterfeldt D. A Framework to Quantitatively Assess and Enhance the Seismic Resilience of Communities. Earthquake Spectra 2003; 19(4): 733-752. 10. Burden RL, Faires JD. Numerical Analysis Seventh Edition. Brooks/Cole, California, 2001. Bibliography 111 11. Chang S. Explicit Pseudodynamic Algorithm with Unconditional Stability. Journal of Engineering Mechanics 2002; 128(9): 935-947. 12. Chang S. Enhanced, Unconditionally Stable, Explicit Pseudodynamic Algorithm. Journal of Engineering Mechanics 2007; 133(5): 541-554. 13. Chao SH, Goel SC, Lee SS. A Seismic Design Lateral Force Distribution Based on Inelastic State of Structures. Earthquake Spectra 2007; 23(3): 547-569. 14. Chen C. Development and Numerical Simulation of Hybrid Effective Force Testing Method. Dissertations and Theses, (UMI No. 3285753), Lehigh University, Bethlehem, 2007. 15. Combescure D, Pegon P. α-Operator Splitting Time Integration Technique for Pseudodynamic Testing Error Propagation Analysis. Soil Dynamics and Earthquake Engineering 1997; 16: 427-443. 16. Cutter SL, Burton CG, Emrich CT. Disaster Resilience Indicators for Benchmarking Baseline Conditions. Journal of Homeland Security and Emergency Management 2010; 7(1): 51. 17. Dermitzakis SN, Mahin SA. Development of Substructuring Techniques for On-line Computer Controlled Seismic Performance Testing. Report No. UCB/EERC-85/04, University of California, Berkeley, 1985. 18. DHS. National Infrastructure Protection Plan. US Department of Homeland Security, Washington, DC, 2006. 19. Eguchi R, Elwood K, Lee EK, Greene M (technical editors). The 2010 Canterbury and the 2011 Christchurch New Zealand Earthquakes and the 2011 Tohoku Japan Earthquake: Emerging Research Needs and Opportunities. Workshop Report, Earthquake Engineering Research Institute, Oakland, 2012. 20. El-Bahey S, Bruneau M. Structural Fuse Concept for Bridges. Proceedings of the 9th U.S. National and 10th Canadian Conference on Earthquake Engineering 2010. 21. Elkhoraibi T, Mosalam KM. Towards Error-free Hybrid Simulation Using Mixed Variables. Earthquake Engineering and Structural Dynamics 2007; 36: 1497-1522. 22. Erochko J, Christopoulos C, Tremblay R, Kim H. Shake Table Testing and Numerical Simulation of a Self-centering Energy Dissipative Braced Frame. Earthquake Engineering and Structural Dynamics 2013; 42(11): 1617-1635. 23. ESR-2802. ICC-ES Evaluation Report: Simpson Strong-tie® Strong Frame® Steel Special Moment Frame Connection. International Code Council, Washington, DC, 2013. 24. FEMA-355C. State of the Art Report on Systems Performance of Steel Moment Frames Subject to Earthquake Ground Shaking – Program to Reduce the Earthquake Hazards of Bibliography 112 Steel Moment-Frame Structures. Federal Emergency Management Agency, Washington, DC, 2000. 25. FEMA-440. Improvement of Nonlinear Static Seismic Analysis Procedures. Federal Emergency Management Agency, Washington, DC, 2006. 26. FEMA-P58. Seismic Performance Assessment of Buildings. Federal Emergency Management Agency, Washington, DC, 2012. 27. FEMA-P695. Quantification of Building Seismic Performance Factors. Federal Emergency Management Agency, Washington, DC, 2009. 28. Filippou FC, Popov EP, Bertero VV. Effects of Bond Deterioration on Hysteretic Behavior of Reinforced Concrete Joints. Report No. EERC-83/19, University of California, Berkeley, 1983. 29. Fischinger M (editor). Performance-Based Seismic Engineering: Vision for an Earthquake Resilient Society. Springer Dordrecht Heidelberg, New York, 2014. 30. Goel SC, Chao S. Performance-Based Plastic Design Earthquake-Resistant Steel Structures. International Code Council, Washington, DC, 2008. 31. Goel SC, Rai DC, Basha HS. Special Truss Moment Frames Design Guide. Report No. UMCEE-98/44, University of Michigan, Ann Arbor, 1998. 32. Gray MG, Christopoulos C, Packer JA. Cast Steel Yielding Brace System for Concentrically Braced Frames: Concept Development and Experimental Validations. Journal of Structural Engineering 2014; 140(4): 04013095. 33. Guo JWW, Christopoulos C. Performance Spectra Based Method for the Seismic Design of Structures Equipped with Passive Supplemental Damping Systems. Earthquake Engineering Structural Dynamics 2013; 13(42): 935-952. 34. Hoffman RM. A Generalized Concept of Resilience. Textile Research Journal 1948; 18(3): 141-148. 35. Holling CS. Resilience and Stability of Ecological Systems. Annual Review of Ecology and Systematics 1973; 4:1-23. 36. Housner GW. Limit Design of Structures to Resist Earthquakes. Proceedings of the 1st World Conference on Earthquake Engineering 1956; 5.1-5.13. 37. Housner GW. The Plastic Failure of Frames during Earthquakes. Proceedings of the 2nd World Conference on Earthquake Engineering 1960; 997-1012. 38. Hoveidae N, Tremblay R, Rafezy B, Davaran A. Numerical Investigation of Seismic Behavior of Short-core All-steel Buckling Restrained Braces. Journal of Constructional Steel Research 2015; 114(2015): 89-99. Bibliography 113 39. Ibarra LF, Krawinkler H. Global Collapse of Frame Structures under Seismic Excitations. Report No. PEER-05/06, University of California, Berkeley, 2005. 40. Janhunen B, Tipping S, Wolfe J. Seismic Retrofit of a 1960s Steel Moment-Frame Highrise Using a Pivoting Spine. Proceedings of the 2013 Structural Engineers Association of California Convention 2013. 41. Koetaka Y, Chusilp P, Zhang Z, Ando M, Suita K, Inoue K, Uno N. Mechanical Property of Beam-to-Column Moment Connection with Hysteretic Dampers for Column Weak Axis. Engineering Structures 2005; 27(2005): 109-117. 42. Kurama YC. Seismic Design of Unbonded Post-Tensioned Precast Concrete Walls with Supplemental Viscous Damping. ACI Structural Journal 2000; 97(4): 648-658. 43. Li Y. Performance-based Design and Evaluation of Innovative Steel Knee Braced Truss Moment Frames. Dissertations and Theses, The University of British Columbia, 2012. 44. Liao WC, Goel SC. Performance-Based Seismic Design of RC SMF Using Target Drift and Yield Mechanism as Performance Criteria. Advances in Structural Engineering 2014; 17(4): 529-542. 45. Lopes AP, Dusicka P, Berman JW. Design of the Linked Column Frame Structural System. Proceedings of the 7th International Conference on Behaviour of Steel Structures in Seismic Areas 2012; 311-318. 46. Ma X, Krawinkler H, Deierlein GG. Seismic Design and Behavior of Self-Centering Braced Frame with Controlled Rocking and Energy Dissipating Fuses. Report No.174, John A. Blume Earthquake Engineering Center, Stanford Digital Repository, 2013. 47. Malakoutian M. Seismic Response Evaluation of the Linked Column Frame System. Dissertations and Theses, University of Washington, 2012. 48. MathWorks. MATLAB®, Version 7.12.0.635 (R2011a). www.mathworks.com. 49. MCEER (Multidisciplinary Center for Earthquake Engineering Research). MCEER Research: Enabling Disaster-Resilient Communities. SeismicWaves 2008; 1-2. 50. Merritt S, Uang CM, Benzoni G. Subassemblage Testing of Star Seismic Buckling Restrained Braces. Report No. TR-03/04, University of California, San Diego, 2003. 51. Miranda E, Bertero VV. Evaluation of Strength Reduction Factors for Earthquake-Resistant Design. Earthquake Spectra 1994; 10(2): 357-379. 52. Mosqueda G, Stojadinovic B, Mahin SA. Implementation and Accuracy of Continuous Hybrid Simulation with Geographically Distributed Substructures. Report No. UCB/EERC-05/02, University of California, Berkeley, 2005. Bibliography 114 53. Nakashima M, Ishii K, Kamagata S, Tsutsumi H, Ando K. Feasibility of Pseudo Dynamic Test Using Substructuring Techniques. Proceedings of Ninth World Conference on Earthquake Engineering 1988; IV47-52. 54. NER. National Earthquake Resilience: Research, Implementation, and Outreach. National Research Council of the National Academies, Washington, DC, 2011. 55. National Instruments. LabVIEWTM 2012, Service pack 1. www.ni.com. 56. NBCC. National Building Code of Canada. Canadian Commission on Building and Fire Codes, National Research Council of Canada, Ottawa, 2005. 57. Newmark NM. A Method of Computation for Structural Dynamics. Journal of the Engineering Mechanics Division 1959; 85: 67-94. 58. Newmark NM, Hall WJ. Earthquake Spectra and Design. Earthquake Engineering Research Institute, El Cerrito, California, 1982. 59. OpenSees (Open System for Earthquake Engineering Simulation) Version 2.4.6., Pacific Earthquake Engineering Research (PEER) Center, 2013, University of California, Berkeley. http://opensees.berkeley.edu. 60. Pan P, Nakashima M, Tomofuji H. Online Test Using Displacement-force Mixed Control. Earthquake Engineering and Structural Dynamics 2005; 34: 869-888. 61. Pan P, Wang T, Zhong DZA. Development of Online Hybrid Test – Theory and Applications. Tsinghua University Press, China, 2013. 62. PEER (Pacific Earthquake Engineering Research) Center Strong Motion Database 2010 BETA version, University of California, Berkeley. http://peer.berkeley.edu/products/strong_ground_motion_db.html. 63. Priestley MJN, Calvi GM, Kowalsky MJ. Displacement-Based Seismic Design of Structures. IUSS Press, Pavia, Italy, 2007. 64. Pryor SE, Murray TM. Next Generation Partial Strength Steel Moment Frame Connections for Seismic Resistance. Research, Development, and Practice in Structural Engineering and Construction 2012; St-145-0423. 65. Raju NRBK, Nagabhushanam J. Nonlinear Structural Analysis Using Integrated Force Method. Sādhanā 2000; 25(4): 353-365. 66. REDiTM Rating System. Resilience-based Earthquake Design Initiative for the Next Generation of Buildings. Arup, 2013. 67. Reinhorn AM, Sivaselvan MV, Liang Z, Shao X. Real-time Dynamic Hybrid Testing of Structural Systems. Proceedings of the 13th World Conference on Earthquake Engineering 2004; Paper No. 1644. Bibliography 115 68. Rutter M. Psychosocial Resilience and Protective Mechanisms. American Journal of Orthopsychiatry 1987; 57(3): 316-331. 69. SAC/BD-97/02. Protocol for Fabrication, Inspection, Testing, and Documentation of Beam-Column Connection Tests and Other Experimental Specimens. Report No. SAC/BD-97-02, Federal Emergency Management Agency/SAC (SEAOC, ATC, and CUREe) Joint Venture, 1997. 70. Schellenberg AH, Mahin SA, Fenves GL. Advanced Implementation of Hybrid Simulation. Report No. PEER-09/104, University of California, Berkeley, 2009. 71. SEAOC. Vision 2000 Report: Performance-Based Seismic Engineering of Buildings. Structural Engineers Association of California, Sacramento, 1995. 72. Shen Y, Christopoulos C, Mansour N, Tremblay R. Seismic Design and Performance of Steel Moment-resisting Frames with Nonlinear Replaceable Links. Journal of Structural Engineering 2011; 137(10): 1107-1117. 73. Shield CK, French CW, Timm J. Development and Implementation of the Effective Force Testing Method for Seismic Simulation of Large-scale Structures. Philosophical Transactions of the Royal Society 2001; 359: 1911-1929. 74. Shing PB, Mahin SA. Pseudodynamic Test Method for Seismic Performance Evaluation: Theory and Implementation. Report No. UCB/EERC-84/01, University of California, Berkeley, 1984. 75. Sivaselvan MV, Reinhorn AM, Shao X, Weinreber S. Dynamic Force Control with Hydraulic Actuators Using Added Compliance and Displacement Compensation. Earthquake Engineering and Structural Dynamics 2008; (37): 1785-1800. 76. StarSeismic. Perform Nonlinear Component Modeling of StarSeismic PowercatTM BRBs. unpublished report to StarSeismic LLC, 2011. 77. Takanashi K. Non-linear Earthquake Response Analysis of Structures by a Computer-actuator On-line System. Bulletin of Earthquake Resistant Structure Research Center 1975; 1-17. 78. Takanashi K, Nakashima M. Japanese Activities on On-line Testing. Journal of Engineering Mechanics 1987; 113(7): 1014-1032. 79. Tremblay R, St-Onge E, Rogers CA, Morrison T, Légeron F, Desjardins E, Tirca L, Gray MG, Christopoulos C, Packer JA. Overview of Ductile Seismic Brace Fuse Systems in Canada. Proceedings of the 6th European Conference on Steel and Composite Structures 2011; 939-944. 80. Uang C, Bertero VV. Use of Energy as a Design Criterion in Earthquake-Resistant Design. Report No. UCB/EERC-88/18, University of California, Berkeley, 1988. Bibliography 116 81. UCB. U.C. Berkeley Seismic Guidelines Appendix I: Probabilistic Ground-motion Analysis for Central Campus. 2003. 82. USRC. (U.S. Resiliency Council) 2015. www.usrc.org. 83. Vamvatsikos D, Cornell CA. Incremental Dynamic Analysis. Earthquake Engineering and Structural Dynamic 2002; 02(31): 491-514. 84. Vannan MT. The pseudodynamic test method with substructuring applications. Dissertations and Theses, (Order No. 9220459), University of Colorado, Boulder, 1991. 85. Vargas R, Bruneau M. Analytical Response and Design of Buildings with Metallic Structural Fuses I. Journal of Structural Engineering 2009a; 09(135): 386-393. 86. Vargas R, Bruneau M. Experimental Response of Buildings Designed with Metallic Structural Fuses II. Journal of Structural Engineering 2009b; 09(135): 394-403. 87. Verrucci E, Rossetto T, Twigg J, Adams BJ. Multi-disciplinary Indicators for Evaluating the Seismic Resilience of Urban Areas. Proceedings of the 15th World Conference on Earthquake Engineering 2012. 88. Wongpakdee N, Leelataviwat S, Goel SC, Liao WC. Performance-based Design and Collapse Evaluation of Buckling Restrained Knee Braced Truss Moment Frames. Engineering Structures 2014; 60: 23-31. 89. Yang TY. Performance Evaluation of Innovative Steel Braced Frames. Dissertations and Theses, (UMI No. 3254146), University of California, Berkeley, 2006. 90. Yang TY, Li K, Lin JY, Li Y, Tung DP. Development of High-performance Shake Tables Using the Hierarchical Control Strategy and Nonlinear Control Techniques. Earthquake Engineering and Structural Dynamics 2015; 44: 1717-1728. 91. Yang TY, Li Y, Goel SC. Seismic Performance Evaluation of Long-Span Conventional Moment Frames and Buckling-Restrained Knee-Braced Truss Moment Frames. Journal of Structural Engineering 2016; 142(1): 04015081. 92. Yang TY, Li Y, Leelataviwat S. Performance-based Design and Optimization of Buckling Restrained Knee Braced Truss Moment Frame. Journal of Performance of Constructed Facilities 2014; 28(6): A4014007. 93. Yang TY, Moehle JP, Bozorgnia Y, Zareian F, Wallace JW. Performance Assessment of Tall Concrete Core-wall Building Designed Using Two Alternative Approaches. Earthquake Engineering and Structural Dynamics 2012; 41(11): 1515-1531. 94. Yang TY, Stojadinovic B, Moehle JP. Hybrid Simulation of a Zipper-braced Steel Frame under Earthquake Excitation. Earthquake Engineering and Structural Dynamics 2009; 38(1): 95-113. Bibliography 117 95. Yang TY, Tung DP, Li Y. Performance-based Plastic Design and Evaluation of Linked Column Frames. Progress in Steel Building Structures 2015; 17(1): 27-35. 96. Yi W. Towards Reducing the Effect of Control Errors in Pseudodynamic Testing: Formulation, Implementation, and Evaluation. Dissertations and Theses, (Order No. 9124144), University of Michigan, Ann Arbor, 1991. Appendix A Determination of ߛ 118 Appendix A Determination of ࢽ ߛ relates the incremental monotonic and cyclic energies of the equivalent nonlinear single degree-of-freedom (ENLSDOF) system as the earthquake shaking intensity increases from the service level earthquake (SLE) to design based earthquake (DBE) hazard level. For a selected ∆, there are many possible post-yielding behaviour depending on the value of ߛ. To determine the appropriate factor for the selected ∆, all possible values of ߛ are tried. For each trial, the force-deformation backbone curve defined by the equivalent energy design procedure (EEDP) is assigned to the ENLSDOF system which is then excited by the 20 ground motions as presented in Table 2.2. The motions are amplitude scaled to match the DBE target spectrum. The medium of the maximum roof drift ratio (RDR) is plotted against the trial ߛ as a point of a figure in this appendix. EEDP only uses the converged ߛ such that the RDR due to ground motions at the DBE shaking intensity matches the selected ∆. This converged ߛ is identified as the intersection of the selected and calculated RDRs on the figure. Appendix A Determination of ߛ 119 Appendix A Determination of ߛ 120 Appendix A Determination of ߛ 121 Appendix A Determination of ߛ 122 Appendix A Determination of ߛ 123 Appendix A Determination of ߛ 124 Appendix A Determination of ߛ 125 Appendix A Determination of ߛ 126 Appendix A Determination of ߛ 127 Appendix A Determination of ߛ 128 Appendix A Determination of ߛ 129 Appendix A Determination of ߛ 130 Appendix A Determination of ߛ 131 Appendix A Determination of ߛ 132 Appendix A Determination of ߛ 133 Appendix A Determination of ߛ 134 Appendix A Determination of ߛ 135 Appendix A Determination of ߛ 136 Appendix A Determination of ߛ 137 Appendix A Determination of ߛ 138 Appendix A Determination of ߛ 139 Appendix A Determination of ߛ 140 Appendix A Determination of ߛ 141 Appendix A Determination of ߛ 142 Appendix A Determination of ߛ 143 Appendix A Determination of ߛ 144 Appendix A Determination of ߛ 145 Appendix A Determination of ߛ 146 Appendix A Determination of ߛ 147 Appendix A Determination of ߛ 148 Appendix A Determination of ߛ 149 Appendix A Determination of ߛ 150 Appendix A Determination of ߛ 151 Appendix A Determination of ߛ 152 Appendix A Determination of ߛ 153 Appendix A Determination of ߛ 154 Appendix A Determination of ߛ 155 Appendix A Determination of ߛ 156 Appendix A Determination of ߛ 157 Appendix A Determination of ߛ 158 Appendix A Determination of ߛ 159 Appendix A Determination of ߛ 160 Appendix B Roof Drift Ratio of Prototype FTMF 161 Appendix B Roof Drift Ratio of Prototype FTMF A three-storey office prototype building located in Los Angeles, California, is designed using the proposed equivalent energy design procedure (EEDP) from Chapter 2. The seismic force resisting system is the proposed fused truss moment frame (FTMF) from Chapter 3. Nonlinear dynamic analysis is conducted using the ground motions presetned in Table 3.1. The figures in this appendix are the roof drift ratio (RDR) time hisotries of the building subjected to the motions scaled to the service level earthquake (SLE), designed based earthquake (DBE), and maximum considered earthquake (MCE) shaking intensities. Appendix B Roof Drift Ratio of Prototype FTMF 162 Appendix B Roof Drift Ratio of Prototype FTMF 163 Appendix B Roof Drift Ratio of Prototype FTMF 164 Appendix B Roof Drift Ratio of Prototype FTMF 165 Appendix B Roof Drift Ratio of Prototype FTMF 166 Appendix B Roof Drift Ratio of Prototype FTMF 167 Appendix B Roof Drift Ratio of Prototype FTMF 168 Appendix B Roof Drift Ratio of Prototype FTMF 169 Appendix B Roof Drift Ratio of Prototype FTMF 170 Appendix B Roof Drift Ratio of Prototype FTMF 171 Appendix B Roof Drift Ratio of Prototype FTMF 172 Appendix B Roof Drift Ratio of Prototype FTMF 173 Appendix B Roof Drift Ratio of Prototype FTMF 174 Appendix B Roof Drift Ratio of Prototype FTMF 175 Appendix B Roof Drift Ratio of Prototype FTMF 176 Appendix B Roof Drift Ratio of Prototype FTMF 177 Appendix B Roof Drift Ratio of Prototype FTMF 178 Appendix B Roof Drift Ratio of Prototype FTMF 179 Appendix B Roof Drift Ratio of Prototype FTMF 180 Appendix B Roof Drift Ratio of Prototype FTMF 181 Appendix B Roof Drift Ratio of Prototype FTMF 182 Appendix B Roof Drift Ratio of Prototype FTMF 183 Appendix C BRB Strain of Prototype FTMF 184 Appendix C BRB Strain of Prototype FTMF A three-storey office prototype building located in Los Angeles, California, is designed using the proposed equivalent energy design procedure (EEDP) from Chapter 2. The seismic force resisting system (SFRS) is the proposed fused truss moment frame (FTMF) from Chapter 3. Within the FTMF, the primary SFRS is mainly the buckling restrained braces (BRBs) located at the truss bottom chords. Nonlinear dynamic analysis is conducted using the ground motions presetned in Table 3.1. The figures in this appendix are the axial strain time hisotries of the representative BRB at each floor as the building is subjected to the motions scaled to the service level earthquake (SLE), designed based earthquake (DBE), and maximum considered earthquake (MCE) shaking intensities. Appendix C BRB Strain of Prototype FTMF 185 Appendix C BRB Strain of Prototype FTMF 186 Appendix C BRB Strain of Prototype FTMF 187 Appendix C BRB Strain of Prototype FTMF 188 Appendix C BRB Strain of Prototype FTMF 189 Appendix C BRB Strain of Prototype FTMF 190 Appendix C BRB Strain of Prototype FTMF 191 Appendix C BRB Strain of Prototype FTMF 192 Appendix C BRB Strain of Prototype FTMF 193 Appendix C BRB Strain of Prototype FTMF 194 Appendix C BRB Strain of Prototype FTMF 195 Appendix C BRB Strain of Prototype FTMF 196 Appendix C BRB Strain of Prototype FTMF 197 Appendix C BRB Strain of Prototype FTMF 198 Appendix C BRB Strain of Prototype FTMF 199 Appendix C BRB Strain of Prototype FTMF 200 Appendix C BRB Strain of Prototype FTMF 201 Appendix C BRB Strain of Prototype FTMF 202 Appendix C BRB Strain of Prototype FTMF 203 Appendix C BRB Strain of Prototype FTMF 204 Appendix C BRB Strain of Prototype FTMF 205 Appendix C BRB Strain of Prototype FTMF 206 Appendix C BRB Strain of Prototype FTMF 207 Appendix C BRB Strain of Prototype FTMF 208 Appendix C BRB Strain of Prototype FTMF 209 Appendix C BRB Strain of Prototype FTMF 210 Appendix C BRB Strain of Prototype FTMF 211 Appendix C BRB Strain of Prototype FTMF 212 Appendix C BRB Strain of Prototype FTMF 213 Appendix C BRB Strain of Prototype FTMF 214 Appendix C BRB Strain of Prototype FTMF 215 Appendix C BRB Strain of Prototype FTMF 216 Appendix C BRB Strain of Prototype FTMF 217 Appendix C BRB Strain of Prototype FTMF 218 Appendix C BRB Strain of Prototype FTMF 219 Appendix C BRB Strain of Prototype FTMF 220 Appendix C BRB Strain of Prototype FTMF 221 Appendix C BRB Strain of Prototype FTMF 222 Appendix C BRB Strain of Prototype FTMF 223 Appendix C BRB Strain of Prototype FTMF 224 Appendix C BRB Strain of Prototype FTMF 225 Appendix C BRB Strain of Prototype FTMF 226 Appendix C BRB Strain of Prototype FTMF 227 Appendix C BRB Strain of Prototype FTMF 228 Appendix C BRB Strain of Prototype FTMF 229 Appendix C BRB Strain of Prototype FTMF 230 Appendix C BRB Strain of Prototype FTMF 231 Appendix C BRB Strain of Prototype FTMF 232 Appendix C BRB Strain of Prototype FTMF 233 Appendix C BRB Strain of Prototype FTMF 234 Appendix C BRB Strain of Prototype FTMF 235 Appendix C BRB Strain of Prototype FTMF 236 Appendix C BRB Strain of Prototype FTMF 237 Appendix C BRB Strain of Prototype FTMF 238 Appendix C BRB Strain of Prototype FTMF 239 Appendix C BRB Strain of Prototype FTMF 240 Appendix C BRB Strain of Prototype FTMF 241 Appendix C BRB Strain of Prototype FTMF 242 Appendix C BRB Strain of Prototype FTMF 243 Appendix C BRB Strain of Prototype FTMF 244 Appendix C BRB Strain of Prototype FTMF 245 Appendix C BRB Strain of Prototype FTMF 246 Appendix C BRB Strain of Prototype FTMF 247 Appendix C BRB Strain of Prototype FTMF 248 Appendix C BRB Strain of Prototype FTMF 249 Appendix C BRB Strain of Prototype FTMF 250 Appendix D MC Rotation of Prototype FTMF 251 Appendix D MC Rotation of Prototype FTMF A three-storey office prototype building located in Los Angeles, California, is designed using the proposed equivalent energy design procedure (EEDP) from Chapter 2. The seismic force resisting system (SFRS) is the proposed fused truss moment frame (FTMF) from Chapter 3. Within the FTMF, the secondary SFRS is mainly the moment connections (MCs) located at the truss top chords. Nonlinear dynamic analysis is conducted using the ground motions presetned in Table 3.1. The figures in this appendix are the joint rotation time hisotries of the representative MC at each floor as the building is subjected to the motions scaled to the service level earthquake (SLE), designed based earthquake (DBE), and maximum considered earthquake (MCE) shaking intensities. Appendix D MC Rotation of Prototype FTMF 252 Appendix D MC Rotation of Prototype FTMF 253 Appendix D MC Rotation of Prototype FTMF 254 Appendix D MC Rotation of Prototype FTMF 255 Appendix D MC Rotation of Prototype FTMF 256 Appendix D MC Rotation of Prototype FTMF 257 Appendix D MC Rotation of Prototype FTMF 258 Appendix D MC Rotation of Prototype FTMF 259 Appendix D MC Rotation of Prototype FTMF 260 Appendix D MC Rotation of Prototype FTMF 261 Appendix D MC Rotation of Prototype FTMF 262 Appendix D MC Rotation of Prototype FTMF 263 Appendix D MC Rotation of Prototype FTMF 264 Appendix D MC Rotation of Prototype FTMF 265 Appendix D MC Rotation of Prototype FTMF 266 Appendix D MC Rotation of Prototype FTMF 267 Appendix D MC Rotation of Prototype FTMF 268 Appendix D MC Rotation of Prototype FTMF 269 Appendix D MC Rotation of Prototype FTMF 270 Appendix D MC Rotation of Prototype FTMF 271 Appendix D MC Rotation of Prototype FTMF 272 Appendix D MC Rotation of Prototype FTMF 273 Appendix D MC Rotation of Prototype FTMF 274 Appendix D MC Rotation of Prototype FTMF 275 Appendix D MC Rotation of Prototype FTMF 276 Appendix D MC Rotation of Prototype FTMF 277 Appendix D MC Rotation of Prototype FTMF 278 Appendix D MC Rotation of Prototype FTMF 279 Appendix D MC Rotation of Prototype FTMF 280 Appendix D MC Rotation of Prototype FTMF 281 Appendix D MC Rotation of Prototype FTMF 282 Appendix D MC Rotation of Prototype FTMF 283 Appendix D MC Rotation of Prototype FTMF 284 Appendix D MC Rotation of Prototype FTMF 285 Appendix D MC Rotation of Prototype FTMF 286 Appendix D MC Rotation of Prototype FTMF 287 Appendix D MC Rotation of Prototype FTMF 288 Appendix D MC Rotation of Prototype FTMF 289 Appendix D MC Rotation of Prototype FTMF 290 Appendix D MC Rotation of Prototype FTMF 291 Appendix D MC Rotation of Prototype FTMF 292 Appendix D MC Rotation of Prototype FTMF 293 Appendix D MC Rotation of Prototype FTMF 294 Appendix D MC Rotation of Prototype FTMF 295 Appendix D MC Rotation of Prototype FTMF 296 Appendix D MC Rotation of Prototype FTMF 297 Appendix D MC Rotation of Prototype FTMF 298 Appendix D MC Rotation of Prototype FTMF 299 Appendix D MC Rotation of Prototype FTMF 300 Appendix D MC Rotation of Prototype FTMF 301 Appendix D MC Rotation of Prototype FTMF 302 Appendix D MC Rotation of Prototype FTMF 303 Appendix D MC Rotation of Prototype FTMF 304 Appendix D MC Rotation of Prototype FTMF 305 Appendix D MC Rotation of Prototype FTMF 306 Appendix D MC Rotation of Prototype FTMF 307 Appendix D MC Rotation of Prototype FTMF 308 Appendix D MC Rotation of Prototype FTMF 309 Appendix D MC Rotation of Prototype FTMF 310 Appendix D MC Rotation of Prototype FTMF 311 Appendix D MC Rotation of Prototype FTMF 312 Appendix D MC Rotation of Prototype FTMF 313 Appendix D MC Rotation of Prototype FTMF 314 Appendix D MC Rotation of Prototype FTMF 315 Appendix D MC Rotation of Prototype FTMF 316 Appendix D MC Rotation of Prototype FTMF 317 Appendix E Smart Structure Testing Machine 318 Appendix E Smart Structure Testing Machine Appendix E Smart Structure Testing Machine 319 Appendix E Smart Structure Testing Machine 320 Appendix E Smart Structure Testing Machine 321 Appendix E Smart Structure Testing Machine 322 Appendix E Smart Structure Testing Machine 323 Appendix F One-storey FTMF 324 Appendix F One-storey FTMF In Chapter 3, an innovative earthquake resilient fused structure namely fused truss moment frame (FTMF) is developed. This system can be easily designed using the equivalent energy design procedure (EEDP) proposed in Chapter 2. In this appendix, the detailed EEDP design of a one-storey prototype building using FTMFs is presented. This building is used in Chapter 5 to conduct switch-based hybrid simulation (SHS) developed in Chapter 4. The one-storey prototype building is adopted from the study by Goel et al. [1998]. Figure F.1 shows the structural layout. The roof assembly consists of 5-ply felt and gravel on top of poured-in-place insulation supported by corrugated steel deck. The roof joists span in the direction as shown in the figure and are supported by the girders along the long direction of the building. The columns are placed at the grid intersections. Seven FTMFs are utilized at the interior bays to provide the lateral resistance in the short direction of the building. This direction is the focus of the current study. The structural framing is strategically laid out to minimize gravity loadings on the FTMFs. As a result, the effects of gravity loadings on the trusses can be practically neglected. This simplifies the truss design and reserves truss capacity for earthquake loadings. It should be noted that the gravity loadings on the columns are included based on tributary area. The building is assumed to be in Berkeley, California, and situated on very dense soil and/or soft rock. The risk category of the building is assumed such that the importance factor is unity in accordance with ASCE/SEI 7-10 [2010]. The following steps summarize the design of the FTMFs using EEDP. The abbreviations, symbols, and equations used in EEDP have been explained in Chapter 2. Appendix F One-storey FTMF 325 Figure F.1 Plan view of prototype building Step 1: Select performance objectives under different earthquake shaking intensities The first step of EEDP is to select the performance objectives for the building under different earthquake shaking intensities. For this building, the performance objectives are selected as follows: 1) immediate occupancy (IO) under the service level earthquake (SLE); 2) rapid return (RR) under the design based earthquake (DBE); 3) collapse prevention (CP) under the maximum considered earthquake (MCE). Figure F.2(a) shows the three shaking intensities calculated based on ASCE/SEI 7-10 [2010] at Berkeley. (a) Performance objectives and earthquake shaking intensities (b) Design parameters Figure F.2 EEDP design parameters 1 98765432ABCD1040'‐0" 40'‐0" 40'‐0" 40'‐0" 40'‐0" 40'‐0" 40'‐0" 40'‐0" 40'‐0"48'‐0"48'‐0"48'‐0"FTMFJoist span direction (Typ.)Column (Typ.)Beam (Typ.)Girder (Typ.)FTMFFTMFFTMFFTMFFTMFFTMFColumn (Typ.)Beam (Typ.)Beam (Typ.)Beam (Typ.)Girder (Typ.)Girder (Typ.)Girder (Typ.)0.00.51.01.52.02.50% 2% 4% 6% 8%Pseudo acceleration, Sa [g]Roof drift ratio, Δ = Sd/H0.00.10.20.30.40% 1% 2% 3%Pseudo acceleration, Sa [g]Roof drift ratio, Δ = Sd/HΔ p = 1.8%Δ y = 0.6%Δ u = 2.8%MCE (CP)DBE (RR)SLE (IO)ENLSDOFFTMF Secondary Primary(Sa)y = 0.27 (Sa)p = 0.30 Appendix F One-storey FTMF 326 MCE and DBE correspond to earthquakes with a return period of 2475 years and 475 years, respectively. SLE is selected as one-fifth of MCE resulting in earthquakes with a return period of approximately 15 years. This selection is a realistic representation of frequent earthquakes that a typical Berkeley building could experience during its design lifetime. Step 2: Select ∆௬ to calculate ܨ௬ and ܶ Once the earthquake shaking intensities are selected, designers then select ∆௬ which is 0.6% for this building. ∆௬ defines the largest roof drift ratio where structural and non-structural components can sustain elastically. Because the system is designed to remain elastic under SLE, ሺܵሻ௬ can be identified on Figure F.2(a) as the intersection of the SLE hazard curve and ∆௬. In this case, ሺܵሻ௬ is found to be approximately 0.27 as better shown in Figure F.2(b). ܨ௬ is then 0.27ܹ where ܹ is the seismic weight. Finally, the structural period, ܶ , can be calculated using Equation 2.4 as follow. ܶ ൌ 2ߨට൫∆ு൯ ⁄ி ⁄ ൌ 0.92 ݏ݁ܿ݊݀ where ∆௬ൌ 0.6%; ܪ ൌ 372 ݅݊; ܥ ൌ 1.0; ܨ௬ ݉⁄ ൌ ሺܵሻ௬ ൌ 0.27 ൈ 386.4 ݅݊/ݏ݁ܿଶ. With ܶ determined, the following can be read off Figure F.2(a): ሺܵሻூை ൌ 0.27; ሺܵሻோோ ൌ0.91; ሺܵሻ ൌ 1.36; ሺܵௗሻூை ൌ 0.006ܪ; ሺܵௗሻோோ ൌ 0.020ܪ; ሺܵௗሻ ൌ 0.030ܪ. Equation 2.5 and Equation 2.9 can then be used to obtain the following incremental energies: ∆ܧாଵ ൌ0.0083ܹܪ and ∆ܧாଶ ൌ 0.0113ܹܪ. Step 3: Select ∆ to calculate ܨ The next step of EEDP is to select ∆. The selection of ∆ decides the largest working range of the primary SFRS, which is the buckling restrained braces (BRBs) of the FTMFs. In other words, it defines the largest roof drift ratio within which the BRBs need to be functional before the secondary SFRS, which is the moment connections (MCs) of the FTMFs, starts to yield. For this building, ∆ is selected to be 1.8% giving ߤ of 3. With the information Appendix F One-storey FTMF 327 presented in Figure 2.12(c), ߛ for this building is identified to be 2.4. Using Equation 2.8, ܨ is calculated as follow. ܨ ൌ ଶ∆ாಶభఊೌு൫∆ି∆൯ െ ܨ௬ ൌ 0.30ܹ where ∆ܧாଵ ൌ 0.0083ܹܪ; ߛ ൌ 2.4; ∆௬ൌ 0.6%; ∆ൌ 1.8%; ܨ୷ ൌ 0.27ܹ. Step 4: Calculate ∆௨ With ߤ from the previous step and the information presented in Figure 2.13(c), ߛ for this building is 3.6. ∆௨ is then calculated using Equation 2.12 as follow and shown in Figure F.2(b). ∆௨ൌ ∆ாಶమఊ್ிு ∆ൌ 2.8% where ∆ܧாଶ ൌ 0.0113ܹܪ; ߛ ൌ 3.6; ܨ ൌ 0.30ܹ; ∆ൌ 1.8%. Step 5: Calculate ܨோ and ܨௌா The base shears calculated thus far are for the FTMFs and need to be distributed between the primary and secondary SFRSs as shown in Figure F.2(b). Equation 2.17 and Equation 2.18 are used to obtain ܨோ and ܨௌா, respectively, as follow. ܨோ ൌ ܨ௬ ൫ఓିఒ൯൫ఓିଵ൯ ൌ 0.26ܹ ܨௌா ൌ ߤܨ௬ ሺఒିଵሻ൫ఓିଵ൯ ൌ 0.045ܹ where ܨ୷ ൌ 0.27ܹ; ߤ ൌ 3; ߣ ൌ 0.30ܹ/0.27ܹ. Step 6: Select yielding mechanisms and plastic design yielding members The yielding mechanism of the FTMF is selected and shown in Figure F.3(a). It has designated yielding members to achieve structural resilience. These members are the BRBs as the primary SFRS and MCs as the secondary SFRS. To plastic design the BRBs, the kinematic method is used. Equation F.1 shows the external work, ܹ௫௧, based on the selected Appendix F One-storey FTMF 328 yielding mechanism. The external force of ܨ, plastic rotation of ߠ, and structural height of ܪ are illustrated in Figure F.3(a). It should be noted that for the design of the BRBs, the external force should be replaced by ܨோ from the previous step of EEDP. Equation F.2 shows the internal work, ܹ௧, done by the BRBs. The expression for BRB displacement assumes linear transformation as presented by Yang et al. [2016], and the parameters are defined in Figure F.3(b). Finally, the force demand in each BRB, ܨோ, can be calculated by equating ܹ௫௧ to ܹ௧. For the building, there are seven FTMFs and the seismic weight, ܹ, per frame is approximately 136 kips. ܹ௫௧ ൌ ܨߠܪ Equation F.1 ܹ௧ ൌ 2ܨோሺܦ ݏ݅݊ ߙ ܮ ܿݏ ߙሻߠ Equation F.2 ܨோ ൌ ிುೃுଶሺ ௦ఈା ௦ఈሻ ൌ 93 ݇݅ݏ Equation F.3 where ܨோ ൌ 0.26ܹ ൌ 0.26 ൈ 136 ൌ 35 ݇݅ݏ; ܪ ൌ 372 ݅݊; ܦ ൌ 48 ݅݊; ܮ ൌ 60 ݅݊; ߙ ൌ 63.43°. (a) Yielding mechanism (b) BRB geometry Figure F.3 Plastic design of yielding members To plastic design the MCs, the kinematic method is again used. The external force in Equation F.1 should be replaced by ܨௌா from the previous step of EEDP. Equation F.4 shows the internal work, ܹ௧, done by the MCs. The moment demand in each MC, ܯ, can be ?pFBRB (Typ.)MC (Typ.)HaDLBRBdBRB αθp Appendix F One-storey FTMF 329 calculated by equating ܹ௫௧ to ܹ௧ . For the building, there are seven FTMFs and the seismic weight, ܹ, per frame is approximately 136 kips. ܹ௧ ൌ 2ܯߠ Equation F.4 ܯ ൌ ிೄಶுଶ ൌ 1116 ݇݅ ∙ ݅݊ Equation F.5 where ܨௌா ൌ 0.045ܹ ൌ 0.045 ൈ 136 ൌ 6 ݇݅ݏ; ܪ ൌ 372 ݅݊. The capacity of each MC is provided by the coupled yielding plates. The area of each plate, ܣ, can be determined by Equation F.6. The depth of the truss top chord, ݀, is assumed to be 10 inches, and the specified yielding strength of the steel plate, ܨ௬, is selected to be 50ksi. It should be noted that the ratio of the expected to specified yielding strength is defined as ܴ௬. ܣ ൌ ெ൫ோி൯ௗ ൌ 2 ݅݊ଶ Equation F.6 where ܴ௬ ൌ 1.1 [ESR-2802 2013]. Step 7: Capacity design non-yielding members After the yielding members are designed, the truss and columns of the FTMF need to be capacity designed to remain elastic under the probable forces created by the yielding members. For the BRBs, Equation F.7 and Equation F.8 give the probable BRB forces in tension and compression, respectively. The over-strength factors of 1.50 and 1.75 for tension and compression, respectively, are found during the material model calibration process and hence are used. For the MCs, Equation F.9 gives the probably moment based on the coupled yielding plates. ሺܨோሻ் ൌ 1.50ܨோ ൌ 140 ݇݅ݏ Equation F.7 ሺܨோሻ ൌ 1.75ܨோ ൌ 163 ݇݅ݏ Equation F.8 where ܨோ ൌ 93 ݇݅ݏ. ܯெ ൌ ܣሺܴ௧ܨ௨ሻ݀ ൌ 1560 ݇݅ ∙ ݅݊ Equation F.9 Appendix F One-storey FTMF 330 where ܣ ൌ 2 ݅݊ଶ; ܴ௧ ൌ 1.2 [ESR-2802 2013]; ܨ௨ ൌ 65 ݇݅ ݅݊ଶ⁄ ; ݀ ൌ 10 ݅݊. Figure F.4 shows the free body diagram for the design of the truss. The directions of the probable forces and moments are based on the lateral direction indicated in the figure. It should be noted that the effects of gravity loading are negligible based on the span direction of the roof joists selected in Figure F.1. Figure F.4 Free body diagram of truss Figure F.5 shows the free body diagram for the design of the columns. The gravity loadings are considered based on the column tributary area. With the truss reaction as well as the probable force and moment from the yielding elements, the column is not in equilibrium. Therefore, an equilibrium lateral force, ܨ , is determined by taking moments about the column base. This column design approach has been proposed by Goel and Chao [2008]. Figure F.5 Free body diagram of column Figure F.6 presents the final design of the FTMF. The truss has a depth of 4’-0” and typical panel width of 6’-4”. The last panel width is adjusted to fit the overall column spacing. It should be noted that the truss diagonal web member at the last panel is moved 2 feet off the (FBRB,i)T (FBRB,i)C(MMC,i)P (MMC,i)PLateral direction(VTRUSS,i)T(HTRUSS,i)T(VTRUSS,i)C(HTRUSS,i)C(FBRB)TMMCTruss reactionGravityFL(FBRB)CLateral directionFLMMCTruss reactionGravityAppendix F One-storey FTMF 331 grid along the top chord to accommodate the moment connection depicted in Figure F.6(b). A wide flange steel beam is selected as the top chord to provide adequate moment capacity and ease connection detailing. Double steel angles with short leg back-to-back (SLBB) are used as the bottom chord to be structurally economical. The design of the truss top and bottom chords as well as columns includes the interaction of moment with compression or tension. P-delta effects are considered in the column design. It is typical for structural engineers to specify BRB design based on BRB force since BRBs are proprietary and made to suit each specification. For the MCs, the yielding plates are detailed to provide proper spacing and edge distance for the high strength bolts. It should be noted that the FTMF designed using EEDP does not require iterations. The structural period calculated by EEDP is 0.92 second, while the period of the final design determined by Eigen analysis is 1.04 second. (a) Elevation view of FTMF (b) Detail of coupled yielding plate Figure F.6 FTMF designed by EEDP 5'‐0" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 6'‐4" 5'‐0"4'‐0"2'‐6"31'‐0"48'‐0"W10X602‐L4X312X12X38 SLBB2‐L4X4X38(Typ. @ Diag.)W24X1312‐L2X2X14(Typ. @ Vert.)BRBFBRB = 94kip(TYP.)MomentconnectionSee detail (b)(Typ.)W24X1311/2"Lcol = 4" Lyield = 4"Sc = 2"4" 4" 2"Wyield = 4"2"4"2"Wcol = 8"(6) 78"Ø F1852 boltsthread excluded (Typ.)tyield = 12" thickyielding plateAppendix G Basic System 332 Appendix G Basic System G.1 Element compatibility matrix Figure G.1, Figure G.2, and Figure G.3 illustrate the coordinate transformation from the local to global degree-of-freedom (DOF) for a truss element, beam-column element, and zero-length element, respectively. The positive sign convention is shown in the sub-figure (a) for all the three types of elements. The global translational DOFs are ܷ1 and ܷ2 at one end of an element, and ܷ4 and ܷ5 at the other end. The global rotational DOFs are ܷ3 and ܷ6 at each end, respectively. A truss element only has one local axial DOF which is ݒଵ. In addition to ݒଵ, a beam-column element has local rotational DOFs, ݒଶ and ݒଷ, at each end, respectively. A zero-length element has two local translational DOFs, ݒଵ and ݒଶ , as well as one local rotational DOF, ݒଷ. The sub-figure (b) gives the compatibility matrix for all the three types of elements. Each column vector of the matrix is obtained as the changes in local displacement due to a unit value of each global DOF. This is illustrated in the sub-figures (c) thru (h). For example, due to the global translational DOFs (ܷ1, ܷ2, ܷ4, and ܷ5), linear geometry transformation is assumed for truss and beam-column elements. Similar triangle between ABC and A’B’C’ is utilized to determine ∆ܮ as the column vector. In the case of a zero-length element in Figure G.3, the unit value of each global DOF is applied to the node shown as the open circle to determine the change in local displacement. A and B denote the original positions, while A’ and B’ indicate the new positions due to a global unit displacement. Appendix G Basic System 333 (a) Sign convention ሾെ∆ݔ ܮ⁄ െ∆ݕ ܮ⁄ 0 ∆ݔ ܮ⁄ ∆ݕ ܮ⁄ 0ሿ (b) Compatibility matrix (c) U1 = 1 (d) U4 = 1 (e) U2 = 1 (f) U5 = 1 (g) U3 = 1 (h) U6 = 1 Figure G.1 Local-to-global coordinate transformation for truss element Appendix G Basic System 334 (a) Sign convention െ∆ݔ ܮ⁄ െ∆ݕ ܮ⁄ 0 ∆ݔ ܮ⁄ ∆ݕ ܮ⁄ 0െ∆ݕ ܮଶ⁄ ∆ݔ ܮଶ⁄ 1 ∆ݕ ܮଶ⁄ െ∆ݔ ܮଶ⁄ 0∆ݕ ܮଶ⁄ െ∆ݔ ܮଶ⁄ 0 െ∆ݕ ܮଶ⁄ ∆ݔ ܮଶ⁄ െ1 (b) Compatibility matrix (c) U1 = 1 (d) U4 = 1 (e) U2 = 1 (f) U5 = 1 (g) U3 = 1 (h) U6 = 1 Figure G.2 Local-to-global coordinate transformation for beam-column element Appendix G Basic System 335 (a) Sign convention െ1 0 0 1 0 00 െ1 0 0 1 00 0 1 0 0 െ1൩ (b) Compatibility matrix (c) U1 =1 (d) U2 =1 (e) U3 =1 (f) U4 =1 (g) U5 =1 (h) U6 =1 Figure G.3 Local-to-global coordinate transformation for zero-length element G.2 Element basic stiffness matrix Figure G.4 shows the basic stiffness matrix for each of the elements to relate between displacement and force in the local DOF. The inverse of each stiffness matrix is the basic flexibility matrix. A truss element only has one local DOF, and hence, the matrix is 1 by 1. Both beam-column and zero-length elements have three local DOFs, and hence, the matrix is 3 by 3. ሾܧܣ ܮ⁄ ሿ (a) Truss element ܧܣ ܮ⁄ 0 00 4ܧܫ ܮ⁄ െ2ܧܫ ܮ⁄0 െ2ܧܫ ܮ⁄ 4ܧܫ ܮ⁄൩ (b) Beam-column element ݇௫ 0 00 ݇௦ 00 0 ݇௧൩ (c) Zero-length element Legend: ܧ = modulus of elasticity ܫ = moment of inertia ܣ = area L = length ݇௫ = axial stiffness ݇௦ = shear stiffness ݇௧ = rotational stiffness Figure G.4 Basic stiffness matrix U1U2U3U4U5U6v2v3v1U1 = 1A B A'A BA'U2 = 1 A BU3 = 1U4 = 1A B B'A BU5 = 1B'A BU6 = 1Appendix G Basic System 336 G.3 Element basic force Depending on the element type, Figure G.5 shows the available basic force, ݍ, that matches the available local DOF shown in Figure G.1(a), Figure G.2(a), and Figure G.3(a). (a) Truss element (b) Beam-column element (c) Zero-length element Figure G.5 Basic force q1 q1q2q3 q2q3q1
- Library Home /
- Search Collections /
- Open Collections /
- Browse Collections /
- UBC Theses and Dissertations /
- Design and validation of innovative earthquake resilient...
Open Collections
UBC Theses and Dissertations
Featured Collection
UBC Theses and Dissertations
Design and validation of innovative earthquake resilient fused structures Tung, Dorian Peng 2017
pdf
Page Metadata
Item Metadata
Title | Design and validation of innovative earthquake resilient fused structures |
Creator |
Tung, Dorian Peng |
Publisher | University of British Columbia |
Date Issued | 2017 |
Description | Recent earthquakes worldwide have shown that even countries with modern building codes suffer significant structural damages after a strong earthquake shaking. The issue lies in the design philosophy that earthquake energy is absorbed through inelastic deformation of structural components. This creates unrecoverable structural damages and prolonged recovery time. These deficiencies can be minimized using earthquake resilient structures where earthquake energy is dissipated by specially designed structural fuses. The structural fuses are decoupled from the gravity system, and hence, they can be replaced efficiently without affecting the functionality of a structure after an earthquake. This dissertation aims to provide a consistent approach for researchers to develop and validate earthquake resilient fused structures and for engineers to design and implement such structures. It encompasses two major constituents: alternative design approach and advanced experimental technique. An equivalent energy design procedure (EEDP) is developed for fused structures. EEDP allows designers to select different performance objectives at different levels of earthquake shaking intensities. EEDP also allows engineers to select structural members to achieve the desired structural period, strength, and deformation without iterations. In addition to the design procedure, this dissertation also develops an innovative hybrid simulation testing technique where a switch-based hybrid simulation (SHS) method is proposed to validate the seismic performance of fused structures. SHS combines analytical and experimental sub-assemblies to examine the dynamic responses of a fused structure during an earthquake shaking. SHS switches between the displacement-based and force-based algorithms to control hydraulic servo actuators in displacement or force. It improves experimental accuracy and safety to test structural fuses that undergo drastic changes in stiffness. An innovative fused seismic force resisting system named fused truss moment frame (FTMF) is presented in this dissertation. The FTMF is designed using EEDP and validated using SHS. The SHS result shows that the FTMF can be easily designed using EEDP to achieve various target performance objectives under different earthquake shaking intensities. This dissertation has demonstrated that EEDP and SHS are efficient and effective procedures to design and validate innovative earthquake resilient fused structures. |
Genre |
Thesis/Dissertation |
Type |
Text |
Language | eng |
Date Available | 2017-04-18 |
Provider | Vancouver : University of British Columbia Library |
Rights | Attribution-NonCommercial-NoDerivatives 4.0 International |
DOI | 10.14288/1.0343653 |
URI | http://hdl.handle.net/2429/61254 |
Degree |
Doctor of Philosophy - PhD |
Program |
Civil Engineering |
Affiliation |
Applied Science, Faculty of Civil Engineering, Department of |
Degree Grantor | University of British Columbia |
Graduation Date | 2017-05 |
Campus |
UBCV |
Scholarly Level | Graduate |
Rights URI | http://creativecommons.org/licenses/by-nc-nd/4.0/ |
Aggregated Source Repository | DSpace |
Download
- Media
- 24-ubc_2017_may_tung_dorian.pdf [ 6.54MB ]
- Metadata
- JSON: 24-1.0343653.json
- JSON-LD: 24-1.0343653-ld.json
- RDF/XML (Pretty): 24-1.0343653-rdf.xml
- RDF/JSON: 24-1.0343653-rdf.json
- Turtle: 24-1.0343653-turtle.txt
- N-Triples: 24-1.0343653-rdf-ntriples.txt
- Original Record: 24-1.0343653-source.json
- Full Text
- 24-1.0343653-fulltext.txt
- Citation
- 24-1.0343653.ris
Full Text
Cite
Citation Scheme:
Usage Statistics
Share
Embed
Customize your widget with the following options, then copy and paste the code below into the HTML
of your page to embed this item in your website.
<div id="ubcOpenCollectionsWidgetDisplay">
<script id="ubcOpenCollectionsWidget"
src="{[{embed.src}]}"
data-item="{[{embed.item}]}"
data-collection="{[{embed.collection}]}"
data-metadata="{[{embed.showMetadata}]}"
data-width="{[{embed.width}]}"
async >
</script>
</div>
Our image viewer uses the IIIF 2.0 standard.
To load this item in other compatible viewers, use this url:
http://iiif.library.ubc.ca/presentation/dsp.24.1-0343653/manifest