- Asian Institute of Technology
P.O. Box 4,
58 Moo 9, Km. 42, Paholyothin Highway,
Klong Luang, Pathum Thani 12120
Thailand
Naveed Anwar
Asian Institute of Technology (AIT), CSI Bangkok, Department Member
- Asian Institute of Technology (AIT), Administration, Department Memberadd
- Over 40 years of experience in teaching, research, innovation, and consulting in various aspects of structural engine... moreOver 40 years of experience in teaching, research, innovation, and consulting in various aspects of structural engineering and related areas. Particular focus on modeling, analysis, and design of tall buildings, bridges, and other structures. Development of software for structural engineering applications, including earthquake-resistant design, structural detailing, etc.edit
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The approaches towards designing of structural members and particularly the member cross-sections have been changing progressively over the past one hundred years. There has been a gradual progression from purely service oriented approach... more
The approaches towards designing of structural members and particularly the member cross-sections have been changing progressively over the past one hundred years. There has been a gradual progression from purely service oriented approach based on allowable stress or working strength design to ultimate strength design to multileveled limit state design to the present strength based and performance based design. The computational methodologies used in each of these design approaches are often developed and presented independent of each other. This may be necessary in certain aspects, but while considering the flexural design of members made from structural concrete, both reinforced and prestressed, an integrated formulation is possible that can be used to satisfy the requirements of serviceability, strength and performance. This integrated approach can be used both for manual as well as computer aided design procedures. This paper explores the use of the Moment-Curvature curve of a general partially prestressed composite cross-section as the integration tool. A unique and integrated approach is presented to carry out the flexural design of a general reinforced, prestressed, composite cross-section to satisfy the serviceability, strength and performance demands. The unification is based on generalized computation and application of the moment-curvature curve to obtain capacity ratios, plastic hinge properties, deflection, stiffness, crack width and material stress state.
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In recent years, the unexpected events due to countless human-made and natural hazards such as explosion or catastrophic other events such as strong earthquakes, hurricanes, landslides have demonstrated the vulnerability of buildings and... more
In recent years, the unexpected events due to countless human-made and natural hazards such as explosion or catastrophic other events such as strong earthquakes, hurricanes, landslides have demonstrated the vulnerability of buildings and structures. These unexpected and exceptional events necessitate the consideration of progressive collapse requirement in analysis and design of buildings to reduce the drastic damage during their lifetime. Progressive collapse is defined as the loss or failure of one the vertical load bearing member which leads to the loss or failure of other members and finally end up with the total collapse of the building. This paper presents an overview of various progressive collapse evaluation methodologies and demonstrates its application to a 32-story RC building using the structural analysis and design software SAP2000 with special focus on the procedures given in UFC 4-023-03 (2013). The performance of the building was assessed using Alternate Path (AP) method of progressive collapse analysis where nonlinear dynamic analysis (NLD) was performed for five cases of wall removal to simulate the loss or failure of the vertical bearing members. Based on the analysis results, the structural response and performance were demonstrated in terms of vertical displacement, story drift, plastic hinge formation and demand over capacity ratio of primary members such as shear walls, coupling beams, girders, and columns. It was observed that most members have sufficient capacities to prevent the progressive collapse, while some members need to be redesigned or retrofitted to increase their capacities
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This paper presents the challenges and studies involved in the structural analysis and design of a single-layer reticulated dome. The geometry of the dome is not conventional dome-shaped with largest diameter at the base. The dome is... more
This paper presents the challenges and studies involved in the structural analysis and design of a single-layer reticulated dome. The geometry of the dome is not conventional dome-shaped with largest diameter at the base. The dome is "Inverted monk bowl" in shape with the largest diameter at the quarter height. The dome is used as temple with a tall Buddha statue inside. It is a single-layer latticed steel dome, resting on the reinforced concrete structure. The dome is approximately 65 m in diameter at the base, while the diameter at mid-height is about 86 m. Wind tunnel test was conducted to determine the wind pressure on the surface of the dome which is located in the open terrain. High Frequency Pressure Integration (HFPI) technique was applied in the overall wind load study. Linear response history analysis was conducted to determine the response of the structure under wind load, while response spectrum analysis was conducted for seismic load. Staged construction analysis was performed in order to evaluate the performance of the structural components under construction. The structural components and construction loads are added in accordance with the actual construction sequences to determine the design forces.
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This paper presents a comparison between response of post-tensioned concrete I-girder bridges analyzed by using different modeling techniques. Each type of modeling technique requires a certain set of assumptions to simplify the problem... more
This paper presents a comparison between response of post-tensioned concrete I-girder bridges analyzed by using different modeling techniques. Each type of modeling technique requires a certain set of assumptions to simplify the problem and thus results obtained from these techniques vary according to the assumptions made. In this study, a typical concrete I-girder bridge is analyzed using commercially available finite element software for two analysis cases, static and modal. Static analysis is used to study the responses of the bridge for dead load, moving load and post-tensioning load cases whereas modal analysis is used to study the modal dynamic response of the bridge. Finally, response of the bridges is compared in terms of natural time periods or frequencies, mode shapes, support reactions, deformations, internal forces, etc. The results obtained show that similar results can be achieved from different modeling techniques if proper assumptions are used.
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This paper presents a comparison between response of post-tensioned concrete box-girder bridges analyzed by using different modeling techniques. Each type of modeling technique requires a certain set of assumptions to simplify the problem... more
This paper presents a comparison between response of post-tensioned concrete box-girder bridges analyzed by using different modeling techniques. Each type of modeling technique requires a certain set of assumptions to simplify the problem and thus results obtained from these techniques vary according to the assumptions made. In this study, a typical concrete box-girder bridge is analyzed using commercially available finite element software for two analysis cases, static and modal. Static analysis is used to study the responses of the bridges for dead load, moving load and post-tensioning load cases whereas modal analysis is used to study modal dynamic responses of the bridge. Finally, response of the bridge is compared in terms of natural time periods, mode shapes, support reactions, deformations, and internal forces. This study shows that with proper assumptions, similar results can be achieved from different modeling techniques.
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The most devastating disaster of recent decades took nearly 9,000 lives and damaged more than 750,000 buildings. The damage of approximately 8,200 school buildings suffered an estimated loss of nearly 285 USD millions. The number of... more
The most devastating disaster of recent decades took nearly 9,000 lives and damaged more than 750,000 buildings. The damage of approximately 8,200 school buildings suffered an estimated loss of nearly 285 USD millions. The number of casualties could have been more, had the earthquake struck on a school day. Performance of school buildings including load bearing masonry, reinforced concrete (RC) and steel framed system was analyzed with respect to the damage and failure mechanism obtained from data collected through field survey in five districts namely Kathmandu, Lalitpur, Bhaktapur, Kavrepalanchowk and Shindhupalchowk. Major damages were observed in load bearing masonry with mud mortar witnessing total collapse in stone and brick masonry system. Minor damages were seen in infill wall in both RC and steel framed structure. Retrofitted masonry school buildings performed very well during earthquake, no major damage seen. This study also reviews provision of Nepal building code and guidelines available for design of school buildings. In general, most of the damaged buildings are non-engineered and lack nominal seismic requirements of building code.
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Buildings constructed today are likely to dictate city and town development and consumption patterns for the next 20 to 30 years. The way we design, build, and maintain our buildings will influence the sustainability of a city and the... more
Buildings constructed today are likely to dictate city and town development and consumption patterns for the next 20 to 30 years. The way we design, build, and maintain our buildings will influence the sustainability of a city and the health and safety of its inhabitants for decades to come.
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This paper presents the seismic performance-based design (PBD) of ductile core wall building. The building is designed for Design Basis Earthquake (DBE) level (475-year return period) and wind loading from wind tunnel test in accordance... more
This paper presents the seismic performance-based design (PBD) of ductile core wall building. The building is designed for Design Basis Earthquake (DBE) level (475-year return period) and wind loading from wind tunnel test in accordance with traditional code-based design procedures at the preliminary design stage. After preliminary design, the performance of the building is checked explicitly at Service/Frequent Level Earthquake (SLE) (43-year return period) and Maximum Considered Earthquake (MCE) level (2475-year return period), using linear and nonlinear dynamic procedures. The performance of the building was assessed by using several response indicators such as natural periods, mode shapes, base shear, transient drifts, residual drifts, lateral displacements, deformation capacity for deformation-controlled actions and strength capacity for force-controlled actions in the primary members.
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Ferrocement structures are categorized typically by its thin wall, which is much thinner and lighter than reinforced concrete structures and have much greater tensile strength and flexibility than ordinary concrete. The response of... more
Ferrocement structures are categorized typically by its thin wall, which is much thinner and lighter than reinforced concrete structures and have much greater tensile strength and flexibility than ordinary concrete. The response of ferrocement structure can be determined reliably through full shell models. This paper describes the modeling, analysis and design of residential structure system utilizing the ferrocement shell partly supported by conventional framing. The form of the structure is defined in such a way as to reduce out of plane bending components and most of the forces are carried through inplane stresses. The shell structures has several openings, stiffening ribs, and is analyzed for hurricane level wind forces as well as very high intensity earthquake to enable its construction as regular houses as well as shelters from adverse environmental forces.
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In current design office practice, a commonly used modelling assumption is that the base of a building structure can be idealised with fixed support conditions, thereby neglecting any effects from soil-structure interaction (SSI). Various... more
In current design office practice, a commonly used modelling assumption is that the base of a building structure can be idealised with fixed support conditions, thereby neglecting any effects from soil-structure interaction (SSI). Various recent studies, however, have shown that the explicit consideration of SSI effects in seismic analysis of buildings structures may significantly affect the predicted seismic demands and resulting structural performance. This study addresses some key issues and practices in the area of SSI and its effects on the dynamic response and seismic performance of buildings. It is also intended to demonstrate the significance of considering SSI effects in structural modelling and analysis while providing key insights into practical applications in real projects. Using a forty storey example building, the effect of considering SSI on the predicted seismic performance is demonstrated. For the purpose of comparison, five detailed computer models (one without considering any SSI effects, two models with SSI modelled using indirect approach, and two models with SSI modelled using direct approach) of the example building were constructed and subjected to various input ground motions. It is observed that depending upon the modelling approach used, the consideration of SSI effects may affect the predicted seismic performance in varying degrees. Moreover, the direct modelling approach presented in this study may provide improved results compared to various approximate methods.
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There are considerable discussions amongst structural engineers about structural modeling but not much about the modeling of foundation. This is an interesting topic because a lot of the time while modeling any structure, the foundation... more
There are considerable discussions amongst structural engineers about structural modeling but not much about the modeling of foundation. This is an interesting topic because a lot of the time while modeling any structure, the foundation is modeled in a very simplistic manner. It is assumed as fixed, pin or roller support. However, in reality, such idealized foundations are very rare. Most of the foundations are either footings, mat, piles, or other embedded structures. In fact, foundations are often huge structures by themselves. It may not always be good to simply convert them into single point and then assume them to be fixed, pin or roller. This article focuses on how the modeling of the foundation may greatly change the response of the structure itself and loads on footings, depending on the type of the structure. It is interesting to see that smaller structures like low rise buildings may be more affected by this modeling than high-rise buildings. Thus, understanding the effect of modeling of foundations and how it can be done to account for various interaction between structure and soil is of great importance. The soilstructure interaction is quite advance topic which is not discussed here in detail but basic concepts that should be considered are identified.
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In the field of structural design, there are a few concepts that many engineers are either not fully aware of or they are not utilizing it to the full extent. One of them is 'Moment curvature curve'. It contains a lot of... more
In the field of structural design, there are a few concepts that many engineers are either not fully aware of or they are not utilizing it to the full extent. One of them is 'Moment curvature curve'. It contains a lot of information, but it seems it is one of the secrets that has been kept from many structural engineers. The moment-curvature (M-φ) relationship is probably the most important and useful action-deformation curve especially for flexural and compression members such as beams, columns, and shear walls. Many of the design codes, design procedures and handbooks do not provide sufficient information for the computation and use of M-φ relationships. This curve is dependent on several parameters including the material properties, crosssection geometries and level of axial load on the member.
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Through a coordinated engineering approach on the basis of anticipated consequences across systems (rather than individual structures), earthquake disaster mitigation action plans can be optimally prescribed and the engineers can minimize... more
Through a coordinated engineering approach on the basis of anticipated consequences across systems (rather than individual structures), earthquake disaster mitigation action plans can be optimally prescribed and the engineers can minimize consequences of such extreme events through selected interventions.
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This paper provides a broad overview of some of the key factors in the analysis and design of single-layer reticulated domes to be considered by structural engineers interested in the field of steel space frame structures. The geometry of... more
This paper provides a broad overview of some of the key factors in the analysis and design of single-layer reticulated domes to be considered by structural engineers interested in the field of steel space frame structures. The geometry of the dome which is presented in the present paper is not conventional dome. The dome is “Inverted monk bowl” in shape with the largest diameter at the quarter height. The dome is used as temple including a tall Buddha statue inside. It is a single-layer latticed steel dome, resting on the reinforced concrete circular base structure. The dome is approximately 65 m. in diameter at the base, while the diameter at mid-height is about 86 m. Staged construction analysis was performed in order to evaluate the performance of the structural components under construction. In this study, wind loads acting on the dome were evaluated based on both conventional design guidelines and wind tunnel test. The simultaneous pressure measurement on the 1:300 scale model ...
This paper presents the challenges and studies involved in the structural analysis and design of a single-layer reticulated dome. The geometry of the dome is not conventional dome-shaped with largest diameter at the base. The dome is... more
This paper presents the challenges and studies involved in the structural analysis and design of a single-layer reticulated dome. The geometry of the dome is not conventional dome-shaped with largest diameter at the base. The dome is “Inverted monk bowl” in shape with the largest diameter at the quarter height. The dome is used as temple with a tall Buddha statue inside. It is a single-layer latticed steel dome, resting on the reinforced concrete structure. The dome is approximately 65 m in diameter at the base, while the diameter at mid-height is about 86 m. Wind tunnel test was conducted to determine the wind pressure on the surface of the dome which is located in the open terrain. High Frequency Pressure Integration (HFPI) technique was applied in the overall wind load study. Linear response history analysis was conducted to determine the response of the structure under wind load, while response spectrum analysis was conducted for seismic load. Staged construction analysis was pe...
The rapid evolution of cameras and drones in the past few years has paved a way for image-based inspection and monitoring of buildings and other tall structures. This study presents a framework for the development of an automated... more
The rapid evolution of cameras and drones in the past few years has paved a way for image-based inspection and monitoring of buildings and other tall structures. This study presents a framework for the development of an automated image-based building inspection and monitoring system. Images acquired from multiple locations of the building can be used to construct a 3D model or a 2D elevation view which is then matched to its BIM (Building Information Modeling) model. The image of each structural member and its dimensions obtained from the matched model is fed to an image processing algorithm which detects cracks in concrete surfaces and measures crack parameters. A machine learning algorithm trained on several synthetic crack scenarios automatically predicts severity of each crack and the corrective action to be taken for maintenance. The detected cracks are color coded and the severity is mapped back to the BIM model so that the current structural state can be effectively visualized. Using several images of real structural members, it is demonstrated that the crack analysis system shows fairly accurate results. Apart from being a smart and convenient tool for structural inspection, the developed framework also results in better operations, planning and facility management.
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This study evaluates and compares the expected seismic performance of a high-rise building when designed according to various international building codes. Using a 40-story reinforced concrete (RC) case study building, the comparison... more
This study evaluates and compares the expected seismic performance of a high-rise building when designed according to various international building codes. Using a 40-story reinforced concrete (RC) case study building, the comparison among the three most widely used building codes (ACI 318/ASCE 7-10, BS 8110 and EC-2/EC-8) is presented in terms of structural design and seismic performance. The case study building has a dual structural system (moment-resisting frame and shear walls) and is assumed to be located in a highly active seismic region. First, its linear elastic model was created and analysed to perform the code-based design for gravity and seismic loads. The building is designed separately for three codes following their prescribed load combinations, cracked stiffness modifiers and seismic design factors. Then, the detailed performance evaluation of case study building (separately designed for each building code) was carried out using the nonlinear response history analysis...
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In the performance-based seismic design and evaluation of buildings, the primary focus is generally paid to the structural components and the lateral load resisting system. However, various recent studies for the impact assessment and... more
In the performance-based seismic design and evaluation of buildings, the primary focus is generally paid to the structural components and the lateral load resisting system. However, various recent studies for the impact assessment and loss estimation after major earthquakes have shown that the performance of nonstructural components also plays an important role in terms of economy and the continuity of the intended function of the structure. With this realization, the efforts to accurately assess the performance and seismic loss estimation of nonstructural components are becoming increasingly important. This study presents the seismic loss estimation of nonstructural building components including architectural components, building contents and mechanical and electrical components in tall buildings locating in Bangkok (Thailand) and Manila (Philippines). The loss estimation is carried out based on both actual building parameters as well as using parameters prescribed in codes and gui...
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In this study, a simplified approach for the analytical development of fragility curves of high-rise RC buildings is presented. It is based on an approximate modal decomposition procedure known as the Uncoupled Modal Response History... more
In this study, a simplified approach for the analytical development of fragility curves of high-rise RC buildings is presented. It is based on an approximate modal decomposition procedure known as the Uncoupled Modal Response History Analysis (UMRHA). Using an example of a 55-story case study building, the fragility relationships are developed using the presented approach. Fifteen earthquake ground motions (categorized into 3 groups corresponding to combinations of small or large magnitude and source-to-site distances) are considered for this example. These ground motion histories are scaled for 3 intensity measures (peak ground acceleration, spectral acceleration at 0.2 s and spectral acceleration at 1 s) varying from 0.25 to 2 g. The presented approach resulted in a significant reduction of computational time compared to the detailed Nonlinear Response History Analysis (NLRHA) procedure, and can be applied to assess the seismic vulnerability of complex-natured, higher mode-dominating tall reinforced concrete buildings.
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In current design office practice, a commonly used modelling assumption is that the base of a building structure can be idealised with fixed support conditions, thereby neglecting any effects from soil-structure interaction (SSI). Various... more
In current design office practice, a commonly used modelling assumption is that the base of a building structure can be idealised with fixed support conditions, thereby neglecting any effects from soil-structure interaction (SSI). Various recent studies, however, have shown that the explicit consideration of SSI effects in seismic analysis of buildings structures may significantly affect the predicted seismic demands and resulting structural performance. This study addresses some key issues and practices in the area of SSI and its effects on the dynamic response and seismic performance of buildings. It is also intended to demonstrate the significance of considering SSI effects in structural modelling and analysis while providing key insights into practical applications in real projects. Using a forty storey example building, the effect of considering SSI on the predicted seismic performance is demonstrated. For the purpose of comparison, five detailed computer models (one without co...
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This chapter is focused on response and design of column cross-sections. It starts with discussing some of the complexities involved in analysis and design of columns and provides a basic introduction of key concepts related to... more
This chapter is focused on response and design of column cross-sections. It starts with discussing some of the complexities involved in analysis and design of columns and provides a basic introduction of key concepts related to slenderness, buckling, and slenderness ratio. It discusses the role of boundary conditions on slenderness and provides guidelines about when and how second-order effects can be considered in design process for columns. It also provides an overview of column design approaches as prescribed in ACI and BS codes. Various practical design considerations and guidelines for proportioning and detailing of RC columns are also included.
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The behavior and design of cross-sections for shear and torsion in the focus of this chapter, with emphasis on reinforced concrete sections. The elastic response of cross-section is first demonstrated through equations, as well as... more
The behavior and design of cross-sections for shear and torsion in the focus of this chapter, with emphasis on reinforced concrete sections. The elastic response of cross-section is first demonstrated through equations, as well as graphical representation of stresses in concrete, steel, and composite section. This is followed by the postcracking response of concrete sections for shear and torsion. Equation is developed and described to demonstrate the basic behavior, leading to the development of simplified procedures used in various design loads, specially ACI. Several detailed flowcharts are included to demonstrate the procedures used in ACI, BS, and Euro codes for design of cross-section subjected to shear and torsion, followed by solved examples.
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This chapter provides the basis for the study and understanding of the structural cross-sections. The anatomy and hierarchy of the cross-section shapes, types, and the materials they are made up is extensively covered. Several methods for... more
This chapter provides the basis for the study and understanding of the structural cross-sections. The anatomy and hierarchy of the cross-section shapes, types, and the materials they are made up is extensively covered. Several methods for defining the cross-sections, including parametric and general procedures, are discussed. The main focus of the chapter is to provide closed-form solutions for computing the geometric properties of various section shapes. It also discusses general polygon and mesh-based procedures for solution of composite and complex sections. In addition to the formulae to compute the properties, a discussion on the significance of various properties helps us to improve the cross-sectional behavior of computer-based methods, and several solved examples are included followed by problems for readers to try and explore. The chapter makes use of extensive illustrations and diagrams.
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Ductility of cross-sections, especially in flexure, is the key to good performance of structure for seismic effects. This chapter is focused on provision an understanding of the factors that lead to good ductility, especially those of... more
Ductility of cross-sections, especially in flexure, is the key to good performance of structure for seismic effects. This chapter is focused on provision an understanding of the factors that lead to good ductility, especially those of reinforced concrete sections. The definition and development of action–deformation curves especially moment–curvature ( M−ϕ M − ϕ ) curve is extensively discussed. The procedure to generate the moment–curvature curve, using the general formulation of axial–flexural response developed in Chapter 3, Axial–Flexural Response of Cross-Sections, is demonstrated. Various factors such as confinement, rebar distribution, and axial load effect on the ductility are shown through examples. The ductility of concrete-filled tuber is presented as special case. The use of moment–curvature curve to compute various section response parameters is also explained through equations and examples.
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When we think of designing concrete beams, shear walls, pile caps or transfer girders, we think of flexural design and shear design. On the other hand, when we are dealing with the design of trusses, we primarily think of design for axial... more
When we think of designing concrete beams, shear walls, pile caps or transfer girders, we think of flexural design and shear design. On the other hand, when we are dealing with the design of trusses, we primarily think of design for axial forces, tension, and compression. However, if we look closely at the behavior of a concrete beam, for example, we will notice that the design is based on the notion that concrete is not capable of resisting tension and that all tension is taken by reinforcements. So in essence, an internal force carrying mechanism of a concrete beam matches that of a truss. In fact, this analogy has been formalized in the strut and tie models for design of concrete members in general and for deep concrete members in particular.
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This, the second and last part of this article, deals with the determination of the reinforcement from the analysis of strut and tie model. Once the analysis has been carried out, the truss member forces should be reviewed to separate the... more
This, the second and last part of this article, deals with the determination of the reinforcement from the analysis of strut and tie model. Once the analysis has been carried out, the truss member forces should be reviewed to separate the members in compression and in tension. It is obvious that we need to provide some kind of reinforcement along the direction of tension members, and check concrete stresses across the compression member axis.
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The performance of structures especially of buildings during strong earthquakes is a matter of great concern, both in terms of structural damage and public safety. The traditional methods of structural design specified in building codes... more
The performance of structures especially of buildings during strong earthquakes is a matter of great concern, both in terms of structural damage and public safety. The traditional methods of structural design specified in building codes are mostly prescriptive and implicit in nature. There is a general acceptance in the structural engineering profession that such prescriptive and implicit design need to be evaluated and augmented by more explicit and reliable methods that can determine the performance of specific structures for particular seismic hazards and compared against well defined and measurable objectives. This paper presents the overview of performance based design procedures including pushover methods and full nonlinear time history analysis approaches applicable to tall buildings. The paper also presents several case studies in which the seismic performance has been evaluated using site specific ground motion and nonlinear time history analysis both for Design Basis Earth...
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Trends show the number of buildings and building height to be increasing, increasing the need for more skilled engineers, equipped with better tools to evaluate and guarantee the safety and performance of such buildings. Asia's recent... more
Trends show the number of buildings and building height to be increasing, increasing the need for more skilled engineers, equipped with better tools to evaluate and guarantee the safety and performance of such buildings. Asia's recent dominance of the tall-building industry is evident from the 2014 annual report of the Council on Tall Buildings and Urban Habitat (CTBUH), accounting 74 of the 97 tall buildings completed in 2014, or 76%, were in Asia. Trends show the number of buildings and building height to be increasing, increasing the need for more skilled engineers, equipped with better tools to evaluate and guarantee the safety and performance of such buildings. Undeniably, as the tall buildings and complex structures are becoming more prevalent in our world today, the concern for the safety of the public from various natural and man made hazards is becoming more relevant. So when clients and users of the buildings ask a structural engineer, an apparently simple question &qu...
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Computer application and software have significantly altered the way bridges are designed, constructed and managed. It has made the design process simple for common bridge types and has provided opportunities to explore new concepts and... more
Computer application and software have significantly altered the way bridges are designed, constructed and managed. It has made the design process simple for common bridge types and has provided opportunities to explore new concepts and ideas for larger projects. Computer application and software are now an integral part of the bridge lifecycle, right from the conceptual stage to bridge management. This paper particularly focuses on the development and impact of computer applications in bridge modeling analysis and design. It presents an overview of the past developments, the issues involved in the modeling, the current trends, available tools and the future challenges and directions. A hierarchal, multiscale modeling and design approach is presented to handle various aspects and levels of bridge design process.
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Like many other countries in the world significant developments in cementitious materials have been made in Thailand, especially spear headed by the International Ferrocement Information Center (IFIS) located at Asian Institute of... more
Like many other countries in the world significant developments in cementitious materials have been made in Thailand, especially spear headed by the International Ferrocement Information Center (IFIS) located at Asian Institute of Technology (AIT) Thailand, several other academic institutions and the construction industry. This paper highlights some of these developments together with their applications. Special focus is given to the ferrocement and laminated cementitious composites. Different aspects such as materials, design, and construction are discussed together with application of finite element analysis for structures made from cementitious composites.