Assessment of FEMA356 nonlinear static procedure and modal pushover analysis for seismic evaluation of buildings

Nonlinear static analysis as an essential part of performance based design is now widely used especially at design offices because of its simplicity and ability to predict seismic demands on inelastic response of buildings. Since the accuracy of nonlinear static procedures (NSP) to predict seismic demands of buildings affects directly on the entire performance based design procedure, therefore lots of research has been performed on the area of evaluation of these procedures. In this paper, one of the popular NSP, FEMA356, is evaluated and compared with modal pushover analysis. The ability of these procedures to simulate seismic demands in a set of reinforced concrete (RC) buildings is explored with two level of base acceleration through a comparison with benchmark results determined from a set of nonlinear time history analyses. According to the results of this study, the modal pushover analysis procedure estimates seismic demands of buildings like inter story drifts and hinges plastic rotations more accurate than FEMA356 procedure

Structural seismic performance of reinforced concrete block system for two storeys safe house

Severe earthquakes in year 2004 had caused a destructive tsunami and killed more than 170,000 people in Aceh Indonesia. The disaster raises the public awareness and demand in safe house. This paper presented the structural failure behaviour, strength and performance level of two-bays double storeys safe house structure with the scaled of 1:5. Cyclic pushover test was conducted with compliance to the standard guidelines from Federal Emergency Management Agency (FEMA 356) in year 2000. The structural behaviour and deformation patterns under repeated cyclic lateral loads were identified through experimental test. The structural stiffness capacity, performance level, seismic energy dissipation and spectral acceleration of the safe house model were obtained through calculations from the hysteresis curves. Experimental result shows the ultimate lateral load of safe house model was 9.9 kN with roof top displacement of 49.1 mm. The model has performance level of Immediate Occupancy (IO), Life Safety (LS) and Collapse Prevention (CP) at 6.3 mm, 16 mm and 49.1 mm roof top displacement, respectively. It was found that, the safe house structure is able to withstand seismic excitation of 0.98 g spectral acceleration

Simulation of Industrialised Building System components production

The construction of IBS building should starts with the production of the IBS components and the production process is the main activity concerned in the IBS production plant. Having an optimum production line to manufacture the required IBS elements within targeted time and limited number of reusable steel mould is very important. In this study, workstation organization method has been adopted in the production of IBS component of beam and column. Witness 2001 simulation software has been used to model and simulate the most optimum production line set up. Here, two production lines set up have been proposed to complete the production of IBS beam and column between two and three months time with limited number of reusable steel mould to supply for the construction of medium size single storey IBS housing project ranging from 100 to 300 units. A contingency production line set up which able to complete the production of required IBS components within a month time with increased number of reusable steel mould has also been proposed. Number of resources such as workstation, tool, storage area and labour has been determined from the proposal. The proposed production line can be applied in the planning and cost estimating of IBS production plant set up

Ductility of reinforced concrete sub frame for industrialized building system

An accurate determination of industrialized building system (IBS) frames ductility under alternating lateral loads is the key issue of this study. The performance features of IBS H frame assembly subjected to cyclic lateral pushover test with six attached IBS components are reported. A test scheme of nonlinear elastic sub-frame system is proposed to build an IBS structural building system. This system complies with the requirements of strength and ductility governed by European Codes 2 and 8. The three models are a conventional reinforced concrete H frame system CRCH (Model 1), IBS with steel conventional links as reinforcements IBSHN (Model 2), and special spiral links concrete IBSHS (Model 3). Each model is scaled to 1:5. All models are laboratory examined under cyclic lateral pushover test to failure, where the IBS connections are considered as hybrid partial rigid linking beams to columns. The beam ends are connected to column boxes via a U shaped steel plate. The experimental results of the IBS specimens are compared with the conventional reinforced concrete connection of similar shapes and size in the form of H sub-frame mechanism tested under the same condition. The models are subjected to cyclic lateral load controlled applied at the beam-column connection. The performance evaluation of IBS connections is made via load displacement hysteresis, ultimate and collapse parameter, ductility index, and surface cracks appearances. The conventional concrete specimen is obviously found to display better strength compared to IBS. Conversely, the ductility of IBS H frame specimen with spiral shear links and conventional closed loop links exhibits superior features compared to the conventional concrete specimen which is beneficial to earthquake engineering. It is demonstrated that the performance of the precast concrete structure is highly dependent on the ductile capacity of connectors to each of the IBS component. This is significant especially at the joints such as the beam-to-column connections. Our systematic methods on ductility characterizations of reinforced concrete beams may contribute toward the development of IBS in resisting earthquakes

Economic comparison of industrialized building system and conventional construction system using building information modeling

The new construction method known as Industrialized Building System (IBS) offers several benefits compared to the Conventional Building System (CBS); however, IBS is perceived by most of the practitioners to be an expensive method for being utilized in construction industry. Whilst relatively numerous studies have been carried out on the subject of IBS and CBS methods, there has not been any exploiting building information modeling (BIM) as a useful tool to calculate quantities, time, and cost needed to construct building with each of the two aforementioned methods. The aim of this paper is to calculate cost of two similar buildings (one is constructed with IBS method and other one with CBS method) and compare them in terms of economy based on a chosen case study and same initial investment. To this end, the construction cost of buildings is calculated using BIM software, namely Revit Architecture and Navisworks Manage for modeling the chosen case study and estimating construction cost, respectively. The findings indicated that IBS was not economic in low investment of company; however, with investment on more than 100 units of IBS, this method was shown more economical compared to CBS method. In addition, the initial investment on IBS method could be returned when more than 200 units of IBS were implemented in the projects

Flexural strength of special reinforced lightweight concrete beam for Industrialised Building System (IBS)

Special reinforced lightweight aggregate concrete (SRLWAC) beam is designed as beam component in Industrialised Building System (IBS). It is used to overcome the difficulties during the component installation due to the heavy lifting task. This paper presents the flexural strength and performance of SRLWAC beam under vertical static load. SRLWAC beam was set-up on two columns corbel and tested under monotonic vertical load. Five Linear Variable Displacement Transducers (LVDTs) were instrumented in the model to record displacement. The ultimate flexural capacity of the beam was obtained at the end of experiment where failure occurred. Performance of the beam was evaluated in load-displacement relationship of beam and mode of failure. SRLWAC beam was then modelled and simulated by nonlinear finite element software- Autodesk Simulation Mechanical. Result from finite element analysis was verified by experimental result. Maximum mid-span displacement, Von-Mises stress, concrete maximum principal stress, and yielding strength of reinforcement were discussed in this paper. The beam was behaved elastically up to 90 kN and deformed plastically until ultimate capacity of 250.1 kN in experimental test. The maximum mid span displacement for experimental and simulation were 15.21 mm and 15.36 mm respectively. The major failure of IBS SRLWAC beam was the splitting of the concrete and yielding of main reinforcements at overlay end. Ductility ratio of IBS SRLWAC beam was 14.2, which was higher than pre-stressed concrete beam

Comparison of building existing partitions through building information modeling (BIM)

Partition walls are considered as one of the most crucial elements on interior space within the buildings. While a considerable amount of research has been carried out studying theses critical elements to be used on the interior space of the buildings, BIM has not been exploited so far in order to enhance the accuracy of work. Therefore, the main purpose of this study is to compare three types of commonly used partition walls in terms of materials, time and cost needed to install each of them using BIM. To achieve the specified goal, a case study was chosen. The framework used in this study consists of modeling the installation steps of each partition wall based on the chosen case study using Revit Architecture and Autodesk Inventor. In order to calculate the materials, time and cost required, Naviswork Manage was employed and it was found that drywall could be considered as the most useful one to be installed on the interior space of the buildings in comparison to the other two types of partitions

The Role of Belt Wall in Minimizing The Response Due To Wind Load

Outrigger is one of the tall building structural systems that are used to reduce the building responses due to the wind. Outrigger is a stiff beam that connects the core wall to exterior columns and this enables the vertical shear to be transferred from the core to the external columns, thereby forcing the perimeter columns to participate in carrying the overturning moment due to the wind. Belt wall is often added to a building with outrigger system to further reduce the displacement and acceleration of a tall building having an outrigger system. However, it is not known how effective the belt wall is in further reducing the building responses. Thus, 64 story reinforced concrete buildings are studied in order to determine how the belt wall improves the building responses due to the wind. Buildings with an outrigger system and buildings with a combination of the outrigger and belt wall system are analysed by a structural engineering software in order to determine the natural frequencies and eigenvectors in the along-wind, across-wind and torsional direction. The along-wind responses are determined by employing the procedures from the ASCE 7-16 while the across-wind responses of the buildings are calculated based on the procedures and wind tunnel data available in a database of aerodynamic load. Results from the analysis show that the belt wall reduces the along-wind and across-wind responses slightly. However, belt wall reduces the torsional acceleration of the buildings significantly, which otherwise cannot be reduced by the outrigger system

Standard verification test for Industrialised Building System (IBS) repetitive manufacturing

New innovative Industrialised Building System (IBS) has been implemented in Malaysia. It is a sustainable approach, innovative technique and implements repetitive manufacturing using green materials. This paper presents one of the standard tests to check the design and strength of IBS components via an experimental flexural test and then verify the finite element analysis. One IBS frame was set-up, tested with two points of monotonic vertical loading, and analysed by Abaqus 6.12 software. The structural performance in nonlinear state was evaluated in load-displacement relationship of beam, crack pattern, mode of failure, and stresses at concrete and connection deformation to guide the further components inspection

Nonlinear finite element analysis of reinforced concrete tube in tube of tall buildings

The non-linear finite The non-linear finite element analysis (NLFEA) has potential as a readily usable and reliable means for analyzing of civil structures with the availability of computer technology. The structural behaviors and mode of failure of reinforced concrete tube in tube tall building via application of computer program namely COSMOS/M are presented. Three dimensional quarter model was carried out and the method used for this study is based on non-linearity of material. A substantial improvement in accuracy is achieved by modifying a quarter model leading deformed shape of overall tube in tube tall building to double curvature. The ultimate structural behaviors of reinforced concrete tube in tube tall building were achieved by concrete failed in cracking and crushing. The model presented in this paper put an additional recommendation to practicing engineers in conducting NLFEA quarter model of tube in tube type of tall building structures.element analysis (nlfea) has potential as a readily usable and reliable means for analyzing of civil structures with the availability of computer technology. The structural behaviors and mode of failure of reinforced concrete tube in tube tall building via application of computer program namely cosmos/m are presented. Three dimensional quarter model was carried out and the method used for this study is based on non-linearity of material. A substantial improvement in accuracy is achieved by modifying a quarter model leading deformed shape of overall tube in tube tall building to double curvature. The ultimate structural behaviors of reinforced concrete tube in tube tall building were achieved by concrete failed in cracking and crushing. The model presented in this paper put an additional recommendation to practicing engineers in conducting nlfea quarter model of tube in tube type of tall building structures