Comparison Of Seismic Performance Research Articles

Comparison of Seismic Performance of Buildings with Conventional Slab and Flat Slab in Different Zones of Bangladesh

As usable land is scarce in Bangladesh, the demand for high-rise buildings has risen over the past few decades. Conventionally, reinforced cement concrete (RCC) structures in Bangladesh have been used for residential, educational, institutional & commercial purposes. Bangladesh is located in a relatively earthquake-prone region on the fault plane; it is of utmost importance to assess seismic conditions while constructing a structure. Three types of slabs have been analyzed: conventional RCC slab, flat slab with drop panel, and flat slab with drop panel & shear wall. Typically, a conventional RCC slab contains a beam, column & slab with a large thickness of the beam. To avoid this, a flat slab with a drop panel may be used, but it has some limitations. As it has no lateral support, a flat slab with a shear wall can be replaced to gain more stability. According to BNBC 2006, Bangladesh was divided into three seismic zones. However, according to BNBC 2020, it is revised into four seismic zones. Seismic comparisons of three models in four seismic zones have been conducted. Maximum story displacement, maximum story drift, overturning moment and story shear have been found after analyzing three different types of models located in different seismic zones. The maximum story displacement and maximum story drift for flat slabs are greater than conventional slabs and flat slabs with shear walls. Moreover, the displacement between conventional and flat slabs with shear walls varies a little. Maximum overturning moment and story shear: it appears that for the traditional slab, the value is maximum, the flat slab is minimum, and the flat slab with the shear wall is between those two. The model for flat slab has been found to be more flexible than conventional RCC slab and flat slab with the shear wall.

Comparison of Seismic Performance of Adobe Structures Strengthened with Two Different Schemes

ABSTRACT This paper presents the results of an investigation of dynamic behaviours of strengthened adobe structures. These structures were strengthened using two different schemes which were inexpensive and simple to apply. The dynamic testing was carried out on a shaking table which applied the loading corresponding to the 1995 Kobe earthquake record sequentially in increments of 25%. The structural damage to a model was divided into different damage grades using a quantitative measure of vulnerability. Although some differences were observed in the stiffness of the models in their undamaged state, the stiffness of both of them became similar in the damaged state. The changes in the fundamental frequency of the structure corresponded to the changes in the stiffness. The difference in the base shear demand of both models did not exceed more than 15%. The hysteresis loops of the tested structures turned non-symmetric at a peak ground acceleration of nearly 1.10 g. The models exhibited higher lateral load capacities in one direction of loading as compared to the other direction. The ductility and energy dissipation were also higher in one direction of loading. The performance of the tested structures was categorised into four performance levels and the data of drift, ductility, damping and period corresponding to each level have been reported.

Influence of Soil Structure Interaction on Seismic Performance of Steel Structure Interaction with Different Types of Foundations and Soil

Soil Structure Interaction is the reaction of soil that influence the motion of the structure. During serve seismic events, the dynamic response of the structure is affected not only by the behavior of the superstructure but also by the nature and behavior of the soil present in and around the substructure. The steel structure design process usually assumes the base of the foundation to be completely restrained in a fixed base condition. In the present project the influence of soil structure interaction on the seismic performance of a steel space frame on different soil has been investigated. The multi-story steel building (G+7) with column to column spacing distance 5m and six number of columns having both X and Y direction of the structure, is designed to withstand self-weight and seismic loads. The study also examined the impact of earthquake loading on the steel structure with soil structure interaction using Response Spectrum Method and Time History Method for seismic zone III, with forces determined using IS 1893 (Part-3):2015. The study measured the displacement of steel structure with influences of soil under seismic forces. Comparison of seismic performance like maximum storey displacement, maximum storey drift and base shear along with soil structure interaction under different types of soil are presented in this project. This paper discusses the influences of the soil structure interaction on steel structure with various configuration and different types of foundations and soil.

Improving the Seismic Performance of Steel Frames under Mainshock–Aftershock Using Post-Tensioned Connections

In this study, the seismic responses of moment-resisting steel frames (MRSFs) with welded and post-tensioned connections under 28 artificial seismic sequences (mainshock–aftershock) are compared. For this aim, the mainshock are scaled at different ground motion intensity levels as a function of the spectral pseudo-acceleration corresponding to the fundamental period of vibration of the structure Sa(T1), whereas different intensity levels of the aftershocks are used for a percentage of the peak maximum acceleration of the mainshock. The seismic performance comparison of both structural systems is computed for the maximum, residual inter-story drift and hysteretic energy demands. The results show that post-tensioned frames significantly reduce the structural demands, especially in the case of residual inter-story drifts and hysteretic energy in comparison with moment-resisting steel frames with welded connections. The reductions in the structural response tend to be larger as the intensity of the aftershock tends to increase. Therefore, it is concluded that the use of post-tensioned connections is a great alternative to mitigate the seismic response of buildings subjected to seismic sequences.

Evaluation and comparison of seismic performance of industrially and traditionally constructed buildings in Iran, a case study of Yasooj

Modern construction methods such as industrial ones have significantly increased the speed of buildings construction. Although these new methods are widely used in some countries, but the fundamental question is about their reliability and efficiency, especially in term of their seismic performance in comparison to the traditional construction methods. In this study, the seismic performance of constructed buildings using industrial construction methods is compared to the typical buildings in Iran. Besides, as main innovation, by defining building industrialization index, the economics of each structure has been also evaluated and the effect of this index on the structural performance has been studied. To this purpose, by conducting statistical studies on existing buildings, their information has been collected and three types of nonlinear finite element models including: eccentric steel braced frame, buckling restrained braced frame and tunnel formwork reinforced concrete shear wall have been prepared and compared. The near field earthquakes records have been used for nonlinear incremental dynamic analysis to obtain the corresponding fragility curves. The results showed that the tunnel formwork RC shear wall and buckling restrained braced frames, in addition to being more economical, also have more reliable collapse fragility curves and present better performance than the typical eccentric braced frames as they have a higher building industrialization index than the third structural system, respectively. Therefore, the modern buildings constructed by industrial methods have a lower casualty and economic risk due to the better seismic behavior compared to typical and traditional buildings.

Seismic Performance Comparison of Simply Supported Hollow Slab on Pile Group Structure with Different Operational Category and Shear Panel Damper Application

This study is aimed to compare the seismic performance of simply supported hollow slab on pile group (SHSPG) structures designed as “critical” and “essential” viaducts with shear panel damper (SPD) devices. There were three numerical models to be compared, namely SHSPG-A, SHSPG-B, and SHSPG-C. SHSPG-A is a “critical” viaduct with 35 piles per one pile head. SHSPG-B is an “essential” viaduct with 18 piles per one pile head. SHSPG-C is an “essential” viaduct with 18 piles per one pile head plus sixteen SPDs. Numerical models considered the prestressing effect of the spun pile. Nonlinear time history analyses were executed using seven pairs of recorded ground motions that had been scaled and adjusted to the seismic characteristics of Yogyakarta, Indonesia. As the result, the performance level of SHSPG-A was much better than SHSPG-B. The SPDs application could maintain SHSPG-C’s performance at the same level as SHSPG-A and dissipate 34.28%-53.03% of the seismic energy.

Experimental study on the seismic performance of a cold-formed thin-walled steel–concrete composite column-H steel beam frame

For lightweight steel frame structures consisting of steel H-beams and cold-formed steel columns filled with concrete, seismic performance comparison tests and numerical simulation analyses were performed for bare and infilled frames. The effects of the lightweight wall panels, the axial compression ratio and the wall thickness of the steel sections of the columns on the seismic properties of the structure were investigated. The failure of the bare frame was concentrated in the weld fractures at the beam-column joints. When the wall panels were embedded in the frame, the damage was concentrated at the corners and edges of the wall panels and the connectors. The wall panels significantly improved the initial stiffness of the frame, early energy dissipation and resistance, and the wall panel energy dissipation rate was initially as great as 91%. As the axial compression ratio increased, the resistance of the structure significantly decreased. Under monotonic loading, the resistance on the structure with an axial compression ratio of 0.4 was reduced by nearly 44% compared to the structure without axial compression. Increasing the wall thickness of the steel sections of the columns increased the load-bearing capacity of the structure, but the increase diminished with increasing wall thickness.

Seismic Performance Comparison of Hybrid, Isolation, and Damping Control Structures through 1/2-Scale Shaking Table Tests Based on Chinese Standard

A hybrid control structure (HCS) using seismic isolation at the base and energy dissipating cladding panel system (EDCPS) in the superstructure was proposed to realize enhanced seismic performance objectives of the main structure and nonstructural walls. To verify the feasibility of the HCS and validate its advantages in controlling the damage of structures compared with a seismic isolation structure (SIS) and a damping structure (DS), 1/2-scale shaking table tests were conducted on a HCS, an SIS, and a DS designed based on Chinese Standard. The seismic performance of the three damage control structures under different earthquake levels and ground motions (i.e., normal and velocity pulse-type ground motions) were investigated, including the damage characteristic, global responses, and isolator and damper behaviors. The test results indicated that the HCS provided the best control effect and remained elastic under the maximum considered earthquake (MCE). In contrast, slight and moderate damage were observed in the main structures of the SIS and DS under the MCE, respectively. Under the service level earthquake, the seismic response of the HCS was similar to or even greater than that of the SIS. While under the design basis earthquake and MCE, the U-shaped steel dampers in the HCS yielded and partially dissipated the earthquake energy; thus, this resulted in an obvious reduction in the drift ratio compared with that of the SIS. No damage to the cladding panels was observed in the HCS and DS, which indicated that the EDCPS was effective in controlling damage to the panels. In addition, a velocity-pulse type ground motion and the peak ground velocity significantly influenced the seismic responses of the HCS, SIS, and DS, particularly under the MCE.

Seismic assessment of typical historical masonry churches in the Banat region, Romania - Part II

This work focuses on the built heritage in Romania, with particular attention to five Orthodox masonry churches located in the Banat region, whose structural configuration is characterized by a unique nave and a bell tower included into the main façade. In a companion paper the seismic numerical investigations of Romanian masonry churches according to the Romanian regulations is presented. In this paper, firstly, a seismic performance comparison of the five churches with simplified risk assessment methods is conducted. Then, the preliminary results of a case study, obtained with both a macro-elements approach and a FEM model, are illustrated and commented. The numerical results here discussed belong to on-going research campaign addressed to highlight the main characteristics of the seismic performance of the Romanian churches, also including the damage observed under seismic events, as well as to compare the results to each other.

Seismic performance comparison between reinforced concrete frame structures with and without energy dissipating cladding panel system: Shaking table test and numerical simulation

An energy dissipating cladding panel system (EDCPS) for reinforced concrete (RC) structures, in which the U-shaped steel dampers (USDs) are introduced to connect the main structure and the panel, is proposed, aiming to control and eliminate the damage to the main structure and cladding panels, respectively. To validate the dual damage control effects, 1/2-scale shaking table tests were conducted on RC frames with and without EDCPS. The test results indicated that a satisfactory control effect was realized for the RC frame with EDCPS. The maximum roof displacement and inter-story drift ratio of the RC frame with EDCPS were approximately 20% and 60% lower than those of the bare RC frame under the design basis earthquake (DBE) and maximum considered earthquake (MCE), respectively, where the influence of loading histories was not eliminated. No damage was observed on the cladding panels, which could successfully convert inter-story deformations into shear deformations of the USDs, thus realizing the damage control. Furthermore, a multi-scale simulation method was introduced and validated against the test results with a good accuracy, emphasizing the consideration of loading histories. For the RC frame with EDCPS, the relative differences in the predicted critical responses with and without consideration of loading histories were less than 2.3%. Moreover, for the RC frame without EDCPS, the corresponding relative differences reached 4.0% and 26.8% under the DBE and MCE, respectively. The control effect of the maximum inter-story drift ratio under the MCE ignoring and considering loading histories were 37.8% and 60%, respectively. This research provides valuable experimental data and identifies an effective numerical simulation method for investigating RC structures with EDCPS.

Seismic Performance Comparison of Precast Bridge Columns with Different Shear Span-to-Depth Ratios and Connection Designs via Quasi-Static Cyclic Test

Seismic Performance Comparison of Precast Bridge Columns with Different Shear Span-to-Depth Ratios and Connection Designs via Quasi-Static Cyclic Test

Seismic Performance Comparison of Fixed and Base-Isolated Models

Seismic Performance Comparison of Fixed and Base-Isolated Models

Comparison of Seismic Performance of RCC Normal Structure, Structure with Shear Wall and Structure with Friction Damper

Abstract: There are several natural calamities, including flooding. worst natural disaster – quake, drought, tornado, hurricanes, and earthquake are the most devastating. Since it leaves a trail of injuries and financial losses fear-inducing behaviors. Implementation is necessary When it comes to earthquake codes in building design, earthquakes are like a wake a wake-up call is made. Urban areas in India are seeing a growth in the popularity of medium-rise as well as high rise R.C.-framed apartment complexes with storey counts ranging from 8 to 10 and even greater than 20. R.C. framed buildings of these heights are equipped with shear walls to resist lateral loads. Thus, it's important to understand how they affect storey drift and stiffness, as well as shear and moments, as well as stress within the shear walls. In order to determine the strength of the building's shear wall, a three-dimensional analysis is performed by Response spectrum. In this study we will be using a shear wall on one structure and friction dampers on another, we will create and analyses a 30-story high-rise structure and compare the results based on the parameters listed above, by using E-tabs software. Keywords: E-tabs, Response spectrum, Friction damper, Shear wall, Earthquake

Comparison of seismic performance between typical structural steel buildings designed following the Chinese and United States codes

In this study, comparative investigations of a typical steel moment frame and a steel frame-braced core-tube structure, designed following different seismic codes, are conducted to evaluate the significant differences between the Chinese and the United States (US) seismic codes for steel buildings. The study outcomes can enhance the understanding of the differences in steel structure design between two countries, especially the differences in seismic performance. Specifically, the design outputs of the structural components, material consumptions, dynamic characteristics, and seismic loads were analyzed. Subsequently, finite element (FE) models based on the design outputs were established to assess the seismic performance and collapse margin. Furthermore, the local buckling effect of the steel components can be considered in the FE model, which can effectively predict the buckling-induced strength deterioration under excessive deformation. The comparison results reveal that, under the same design conditions in this study, both the strength requirement and deflection limit are critical factors that control the typical buildings design following the Chinese codes. However, the strength requirement is the primary factor that controls the design outcomes following the US codes. Moreover, the collapse resistance of the steel moment frames from both codes are similar, but the material consumption based on the Chinese design code is comparatively higher. In contrast, the material consumption of the steel frame-braced core-tube structures are comparable, but the collapse resistance of the US design code is better. Furthermore, the collapse analyses indicate that the local buckling effect could significantly reduce the collapse resistance.

Experimental study on seismic performance of seismic-damaged RC frame retrofitted by prestressed steel strips

Prestressed steel strips were used to provide quick retrofit for seriously damaged structures after earthquake, for the purpose of improving the seismic resistance capacity of seismic-damaged reinforced concrete frames in case of aftershock and providing possible conditions for comprehensive post-earthquake strengthening. In this paper, the retrofitting effect of retrofitted damaged structure was validated by means of pseudo-static test on 1/2 scaled undamaged RC frame with single span and three stories and retrofitted seismic-damaged structure using prestressed steel trips. The comparison of seismic performance including bearing capacity, stiffness, ductility and energy dissipation capacity was discussed to verify the retrofitting effect. According to the results, it was found that post-earthquake reinforced concrete frame retrofitted by prestressed steel strips could develop similar seismic performance as original frame and reduce the potential in structural failure when subjected again to an earthquake. The results also indicated that prestressed steel strips could be taken as a quick retrofit technology, providing effective and quick strengthening of damaged structure and it could help avoid unexpected loss of life and economy after earthquake.

Comparison of Seismic Performance of Socket and Pocket Connections for Reinforced Concrete Bridge Column Base Hinges

The goal of this study was to evaluate two connection types for reinforced concrete two-way rebar hinges and to assess their seismic performance if incorporated in accelerated bridge construction applications. Two large-scale models of bridge systems were tested on shake tables; the first utilized a pocket connection with the opening preformed in the column and the second implemented a socket connection with the opening preformed in the footing. Both bridges were subjected to multiple ground motions ranging from 30% to 225% of the design level earthquake. Rebar hinge behavior during the earthquakes including interface slippage, rotation, reinforcement strains, observed damage, and bent forces were used to evaluate the connections and their relative merit and to make recommendation for implementation in the field.

Comparison of seismic performance of reinforced concrete frame structure and composite frame structure using response spectrum analysis

This research is mainly focused on the behaviour of the concrete and composite framed structures when such structural buildings are subjected to special loadings such as seismic loading. To evaluate the forces and failures in such building subjected to seismic forces linear dynamic statistical analysis method - Response spectrum analysis is carried out. This method results us with a complete response of time history at each and every particular joint by showing its displacements and member forces. In this an RC framed structure of M25 grade of concrete with G+7 storey and also a Composite structure of G+6 storey is modelled in ETABS as per Indian Standard Code 1893: 2002 Part(I). The building is situated in Himachal Pradesh with a seismic intensity of zone factor V. The concept of strong column weak beam is adopted here throughout the paper. Response spectrum analysis technique was used with the help of ETABS for both the composite and reinforced concrete structure. The results were explained in detail having the parameters in consideration with the base shear, storey deflection and storey drift are compared for each model.

Seismic Performance Comparison of a Building Made with Old Masonry Bayburt Stone According to Old and New TBDY

Turkey is home of a very rich geography and cultural heritage which is seen in the contemplation of its history. As in every society, efforts are being made to protect the existing cultural heritage in our country. It is our responsibility to protect, maintain and strengthen this heritage. Most of the buildings representing the richness of our culture are masonry structures. In the performance examination of these structures, there are difficulties in determining and interpreting their performances due to the properties’ variabilities of materials used in their construction. In this study, a masonry building located in Bayburt a western city of Turkey built between 1941-1942 using Bayburt stone was examined, information about construction technique, soil properties and material properties as well as existing problems of the structure were compiled and observed. The values obtained as a result of a survey study performed on the structure were moved to AutoCAD program and modelled with StatiCAD-Masonry Program. It was aimed to compare the earthquake performance analysis of the structure according to Old Turkey Building Earthquake Regulation (TBDY-2007) and New Turkey Building Earthquake Regulation (TBDY-2018). In the light of the analyses, the structural performance of Bayburt stone was examined and analysed according to regulations. Keywords: Performance Analysis, StatiCAD- Masonry, Masonry Building, Earthquake Regulation DOI: 10.7176/JSTR/5-11-04

Comparison of seismic performance of steel frames equipped with diagonal and chevron viscous damper under near and far field earthquakes

A complete comparison of seismic behavior of the application of Diagonal and Chevron Viscous Damper in steel structures is presented in this paper. OpenSees software is used for the numerical modeling of structures. Fifteen numbers of earthquake records are applied to the structures and full nonlinear time history analysis is done. Force-displacement of chevron braces with and without a damper are compared and the results of IDA curves are also presented for different percentiles.

Comparison of seismic performance between thermal insulation concrete and normal concrete shear walls

Abstract Thermal insulation concrete (TIC) with glazed hollow beads (GHBs) is a new type of building materials meeting the needs of energy-saving building. The TIC is advantageous in applications due to its excellent bearing capacity and thermal insulation properties. This paper discusses the seismic performance of the shear wall with TIC. Based on the seismic tests of two specimens under low frequency cyclic horizontal loads with constant vertical actions, the hysteretic behavior, energy dissipation capacity, stiffness degradation and failure pattern of the shear wall were investigated. A finite element model was developed and nonlinear analyses were made to simulate the quasi-static test of the shear wall using ABAQUS software. Both modal and time-history analyses of a test building with TIC were also performed using SAP2000 software. The test results show that, compared with the normal concrete shear wall (SW), the shear wall with TIC (specimens named GSW) has better energy dissipation capacity and ductility, while the failure pattern is similar.