Performance-based design, PBD, is gaining popularity and its concept hasbeen applied in many international
seismic building codes. In this research, five real structures designed according to the Egyptian Building Code,
which does not consider PBD, are considered and modeled in a three dimensional way using the software
SeismoStruct in order to assess their performance under expected earthquakes. The structures are 2-story, 4-
story, 6-story, 8-story and 10-story reinforced concrete framed structures. The structural system of these
structures is of the moment-resisting frame type, with and without shear walls. The structures weredesigned
under dead, live and seismic forces of “Zone 3” with a design acceleration of 0.15g.The models were analyzed
using incremental dynamic analysis, IDA, considering 12 real records of historical earthquakes. IDA curves
were developed for all analyzed models, considering four damage states. Fragility curves were subsequently
developed to provide an overview of the expected seismic performance of a typical low or mid-rise multistory
reinforced concrete framed structure in Egypt as designed in accordance with thecurrent Egyptian Building
Code.
IRJET- Seismic Analysis of Building Resting on Sloping Ground with Soil S...IRJET Journal
This document analyzes the seismic response of 20-story reinforced concrete buildings resting on sloping ground with and without considering soil-structure interaction. Eight structural models are considered including buildings on flat ground and slopes of 10, 20, and 30 degrees, both with and without flexible foundations representing soft, medium, and hard soil types. Response spectrum analysis is used to compare displacement, drift, base shear, and other response parameters. The results show that considering soil-structure interaction leads to increased displacement, drift, and decreased base shear compared to fixed foundation models. Displacement and drift also tend to increase with softer soil types and greater slope angles.
IRJET- Behaviour of Symmetrical and Asymmetrical Structure in High Seismi...IRJET Journal
This document presents the results of a study analyzing the behavior of symmetrical and asymmetrical structures in high seismic zones. A 3D model of an 8-story symmetrical building and an 8-story asymmetrical F-shaped building were created in SAP2000 software. Response spectrum analysis was performed on both models according to Indian seismic code IS 1893-2016. The results showed that the asymmetrical building had lower base shear and time period compared to the symmetrical building, indicating better performance under seismic loads. Story drift, displacements, and member forces were also compared between the two models.
IRJET- Comparative Study on CFST and Steel Diagrid Structural System for High...IRJET Journal
This study compares the performance of composite cross-sectional steel tube (CFST) diagrid and steel diagrid structural systems for high-rise buildings under seismic loading. 12 building models of G+42 and G+30 storeys were analyzed using ETABS software. The buildings were located in different seismic zones with medium soil. Results showed that steel diagrid structures performed better than CFST diagrid structures, with steel diagrid exhibiting lower storey displacements and drifts. Diagrid structures in general were found to effectively distribute lateral loads and reduce the impact of dynamic loading on high-rise buildings.
IRJET- Comparative Study of Different Bracing Systems in RCC Buildings using ...IRJET Journal
This document compares the seismic behavior of reinforced concrete buildings with different bracing systems using STAAD.Pro software. Four 15-story building models are analyzed: a moment resisting frame building and buildings with X-bracing, V-bracing, and diagonal bracing. The bracing systems are found to increase base shear and reduce story displacement compared to the non-braced building, indicating improved seismic performance. Of the braced buildings, the one with X-bracing performs best with the lowest displacements and highest base shear. The study concludes X-bracing is the most effective bracing system for seismic resistance of tall reinforced concrete buildings.
IRJET- Effect of Different Soil Conditions on Seismic Response of Multi-Store...IRJET Journal
The document summarizes a study analyzing the seismic response of a 9-story irregular reinforced concrete frame structure with varying soil conditions (hard, medium, and soft soil) using STAAD Pro software. Three models (M1, M2, M3) with the same structural parameters except soil type are analyzed using the equivalent static method. The response of each model is examined in terms of maximum story displacement, column stresses, and required steel quantity. The objective is to check the stability of the models under different soil conditions according to Indian codes and standards.
Comparison of Seismic Behaviour of Multi Storey Reinforced concrete Structur...IJRAT
This document summarizes a study analyzing the seismic behavior of dual systems in a G+14 reinforced concrete building using different shear wall arrangements. Five models were analyzed: a bare frame; SMRF and shear walls at corners; SMRF and shear walls at the perimeter; flat slab and shear walls at corners; and flat slab and shear walls at the perimeter. Nonlinear static pushover analysis found that a flat slab and shear walls at corners configuration had the highest base shear and story shears. Story drift was lowest with a flat slab and shear wall combination. The bare frame model performed most poorly seismic zone V due to the lack of a lateral load resisting system. Overall, the dual systems considered provided life safety performance under seismic
IRJET-Performance Improvement of Split Air Conditioner using Evaporative Cool...IRJET Journal
This document summarizes a study on the behavior of a 5-storey reinforced concrete building with different shear wall arrangements, with and without a central cross shear wall. 7 models of the building were analyzed using STAAD Pro software. Parameters like base shear, storey drift, nodal displacement, and maximum reactions were compared. Results showed that providing shear walls increases base shear and stiffness, reducing storey drift and nodal displacement. Maximum base shear and reactions occurred for models with shear walls at corners and in the middle. Models with a central cross shear wall generally performed better in resisting seismic loads.
Seismic Analysis of G 10 Storey Building with Various Locations of Shear Wall...ijtsrd
Shear walls are specially designed structural members provided in the multi storey buildings to resist lateral forces. These walls have very high in plane strength and stiffness, which can resist large horizontal forces and can support gravity loads. There are lots of literatures available to design and analyse the shear wall. Ravi Kumar Vishwakarma | Vipin Kumar Tiwari "Seismic Analysis of G+10 Storey Building with Various Locations of Shear Walls using Etabs" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-4 , June 2021, URL: https://www.ijtsrd.compapers/ijtsrd43646.pdf Paper URL: https://www.ijtsrd.comengineering/structural-engineering/43646/seismic-analysis-of-g10-storey-building-with-various-locations-of-shear-walls-using-etabs/ravi-kumar-vishwakarma
This document summarizes a thesis analyzing the seismic performance of a 13-story building model with and without shear walls. Two models are considered: a bare frame structure and a shear wall frame structure. Both models are analyzed using ETABS software under wind and earthquake loading conditions in Seismic Zone III. The results show that the shear wall structure performs much better in terms of limiting lateral displacement, storey drift, and increasing stiffness and strength. It is concluded that the shear wall frame structure provides more reliable performance against lateral loads.
Seismic Performance of RC Frame Building with Different Position of Shear Wallijtsrd
An earthquake force is a very strange force and behaves quite differently than Gravity and Wind loads, striking the weakest spot in the whole three dimensional structure. It’s not earthquake that kills, in fact ignorance in design and poor quality construction results in many weaknesses in the structure that cause serious damage to life and property. Masonry Infill are frequently used to fill the gap between the vertical and horizontal resisting elements of the building frames with the assumption that these in fills will not take part in resisting any kind of load either axial or lateral. Hence, its significance in the analysis is generally neglected by the designer. In fact, infill wall and shear wall considerably enhance the rigidity and strength of the frame structure. Various researches suggest that the bare frame has comparatively lesser stiffness and strength than the infill frame and frame with shear wall, therefore their ignorance cause failure of many multistorey buildings when subjected to seismic loads. In the present study, the finite element analysis of RC frame models viz. a bare frame a frame with shear wall considering infill a bare frame with shear wall has been carried out and the number of storeys vary as G 3, G 5, G 7 and G 9. Linear analysis of all RC frame structures has been performed as per IS 1893 Part 1 2002 and IS 456 2000. In this study only in plane stiffness of masonry wall has been considered and infill panels modelled as equivalent diagonal strut elements. The behaviour of buildings subjected to Gravity and Seismic loads with the help of Response Spectrum Analysis using FEM based software and the effect on Time Period, Mass Participation factor, and Storey Drift has been observed. Strength and Rigidity of RC bare frame structures is found increasing after the inclusion of infill panels and shear wall. Bharath V B | Kuldeep Singh Solanki | Aashutosh Raj Yadav "Seismic Performance of RC Frame Building with Different Position of Shear Wall" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-4 | Issue-5 , August 2020, URL: https://www.ijtsrd.com/papers/ijtsrd31728.pdf Paper Url :https://www.ijtsrd.com/engineering/civil-engineering/31728/seismic-performance-of-rc-frame-building-with-different-position-of-shear-wall/bharath-v-b
IRJET - Analysis of Flat Slab Structural System in Different Earthquake Zones...IRJET Journal
1) The document analyzes the seismic performance of flat slab structural systems in different earthquake zones of India.
2) It models a 5-story flat slab building in the earthquake zones II-V and analyzes required steel in columns, nodal displacements, and plate stresses.
3) The results show that steel requirements and displacements remain nearly constant from zones II-IV but sharply increase in zone V, indicating flat slabs perform poorly in high seismic zones.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
IRJET- Seismic Analysis of Vertical Irregular Building FramesIRJET Journal
This document summarizes a study on the seismic analysis of regular and irregular vertical building frames. Response spectrum analysis was carried out on ETABS software for a G+21 building model to analyze storey displacement, drift, base shear, and time period. Results found that irregular buildings (center and corner positioned) experienced higher displacements, drifts, and base shear compared to regular buildings. Time period also decreased for irregular buildings. The study aims to understand the effects of vertical irregularities on seismic response.
IRJET- Seismic Analysis of Multi-Storey Building with and without Floating Co...IRJET Journal
The document analyzes the seismic behavior of multi-storey buildings with and without floating columns through time history analysis. Three buildings of heights G+3, G+10 and G+15 were modeled with different floating column configurations and subjected to earthquake excitations. Results for base shear, storey displacement and acceleration were compared. Introduction of floating columns increased time period and responses like displacements and storey drifts compared to regular buildings. Peak responses occurred for floating columns at the edge of exterior frames. The time history analysis method was used to evaluate the dynamic response of models to code-specified earthquake ground motions.
IRJET- Seismic Behaviour of Buildings Resting on Sloping GroundIRJET Journal
The document presents research on the seismic behavior of buildings located on sloping ground. Step back and step back-set back building configurations are studied, which have varying column heights and mass/stiffness distributions. Finite element models of 5-story and 10-story buildings are analyzed using software. Results for story displacements, drifts, base shear, and frequencies are obtained. The effects of different bays and sloping angles are investigated to understand performance during earthquakes.
A comparative study of omrf & smrf structural system for tall & high ...eSAT Journals
Abstract The objective of this study is to investigate the seismic behavior of the structure i.e... OMRF (Ordinary moment resisting frame) & SMRF (Special R C moment Resisting frame). For this purpose 5th, 10th, 15th , 20th storied structure were modeled and analysis was done using Staad.Pro software and using the codes for analysis, IS 1893:2002, IS 456: 2000. The study assumed that the buildings were located in seismic zone II (Visakhapatnam region).The study involves the design of alternate shear wall in a structural frame and its orientation, which gives better results for the OMRF & SMRF structure constructed in and around Visakhapatnam region. The buildings are modeled with floor area of 600 sqm (20m x30m) with 5 bays along 20 m span each 4 m. and 5 bays along the 30 m span each 6 m. The design is carried out using STAAD.PRO software. Shear walls are designed by taking the results of the maximum value of the stress contour and calculation are done manually by using IS 456-2000 and IS 13920-1993. The displacements of the current level relative to the other level above or below are considered. The preferred framing system should meet drift requirements.
1. Up to 20 floored building subjected to seismic load for Visakhapatnam without shear wall
2. Up to 20 floored building subjected to seismic load for Visakhapatnam with shear wall
Key words: Seismic Behavior, Shear Wall, Orientation of shear wall, Story Drift, Serviceability. staad.pro
Seismic performance of r c buildings on sloping grounds with different types ...eSAT Journals
Abstract
Structure are highly susceptible to serve damages in earthquake scenario, so choosing an appropriate lateral force resisting
bracing systems will have a significant effect on performance of the structure. So this present study is aimed at evaluating and
comparing various types of eccentric steel bracings for 12 storey RC frame building resisting on sloping ground configurations.
For this 5 types of bracing systems like X-Bracing, Diagonal bracing, K- bracing, V-bracing and inverted V bracing are
considered on the outer periphery of the buildings with step back and set back – step back type configurations are modeled and
analyzed. The models are compared for different aspects within the structure, such as the maximum storey displacement, base
shear, storey drift and storey shear, the structure is analyzed for seismic zone V and medium soil condition as per IS 1893:2002
using ETABS software. Results conclude that on sloping ground due to irregularity on ground surface, the structures are more
vulnerable to earthquakes. Hence use of eccentric steel bracing is an effective and economical way to resist earthquake forces,
Inverted V type bracing performs well compared to other bracing types. By using inverted V type bracing in step back buildings
types maximum storey displacement of 70% and storey drift of 66% are obtained. Similarly for setback – step back configuration
maximum storey displacement of 74% and storey drift of 70% are obtained respectively.
Keywords: X-Bracing, Diagonal Bracing, K- Bracing, V-Bracing and Inverted V Bracing
Comparative Study on Masonry Infill, Friction Dampers and Bare Frame Structur...IRJET Journal
The document compares the seismic response of a 10-story building modeled with three different configurations: a bare frame, a frame with masonry infill walls modeled as equivalent diagonal struts, and a frame with friction dampers. Non-linear time history analysis was performed using the EL Centro earthquake record. The addition of masonry infills increased the lateral stiffness and decreased displacements and column moments but also increased base shear and accelerations. The use of friction dampers effectively dissipated energy and reduced the structural response compared to the bare frame, without increasing other demands. Analysis results for story acceleration, displacement, column moment, and base shear are presented for each model.
Hector Rodriguez is seeking a position that utilizes his customer service, education, and skills. He has a background in hospitality and extensive experience in roles such as accountant clerk, busser supervisor, barista, and busser. Currently pursuing an Associate's degree in Accounting from CUNY Bronx Community College with an expected graduation date of January 2017. He has strong communication, computer, and interpersonal skills as well as the ability to work well under pressure.
QtPass - Crossplatform GUI for pass the standard unix password managerAnne Jan Brouwer
In short it's about the journey from a 2 evening project for a read-only viewer for passwords stored in pass the standard unix password manager till inclusion of a full featured package into debian . .
ETH0Winter - 27-02-2016
Trigonometry deals with calculating distances and heights using mathematical techniques. It originated in ancient Greece and Egypt for purposes like astronomy and geography. Hipparchus is considered one of the founders of trigonometry for developing quantitative models of celestial motions. Trigonometry is now widely used in fields like calculus, physics, engineering, and more. It allows calculating inaccessible lengths like heights and widths using angles of elevation, depression, and trigonometric functions like sine, cosine, and tangent.
Los campos formativos son aspectos clave del desarrollo y aprendizaje de los estudiantes en la educación básica, incluyendo el lenguaje, pensamiento matemático, mundo natural y lo social. Constituyen la base para aprendizajes más formales en educación primaria y secundaria, y ayudan a los educadores a enfocar sus intenciones educativas y experiencias propuestas. Cada campo formativo incluye características del desarrollo, logros esperados al ingresar a preescolar, competencias clave y aprendiz
Este documento explica los pasos para crear una factura en una hoja de cálculo, incluyendo cómo agregar precios unitarios, calcular el total, añadir IVA utilizando fórmulas, insertar bordes, y calcular los valores máximo y mínimo.
The Upper Tribunal issued three decisions this week:
1. It allowed HMRC's appeal in the Wakefield College case, overturning the earlier decision that a new building qualified for VAT zero-rating. The Tribunal found that where students paid full fees, the education provided was a business activity.
2. It allowed Find My Past Ltd's appeal, finding that credits purchased were not pre-payments for future access but "face-value vouchers" so VAT was only due when redeemed, allowing refunds for unused credits.
3. The Court of Justice ruled that Belgium could view a for-profit organization providing assisted housing for the elderly as "charitable" and exempt its welfare services from VAT based on
Mikayla D. Williams has over 7 years of experience in customer service, sales, and management roles. She has a proven track record of exceeding sales goals and earning promotions. Her core competencies include operations management, customer service, training, and inventory control. Currently she is a Center Manager at the Georgia Department of Driver Services in Covington, GA, where she previously held Assistant Manager and Customer Service Representative roles.
Guiding questions for reading materialsenglishonecfl
The document provides guiding questions for three readings on designing effective writing prompts and assessments. The first reading addresses common writing prompt formats and variables to consider when constructing prompts, such as topic, task, and audience. The second reading covers general principles for crafting prompts, such as clarity and appropriateness. The third reading examines different rating scale types like holistic and analytic scales, as well as factors to account for when devising writing evaluation rubrics.
Brian Waddington was granted an AppleCertifiedPro LogicPro9 LevelOne certification by Apple on October 26, 2012. He has verified his credentials on Apple's website at www.apple.com/certification/verify.
On Semi-Invariant Submanifolds of a Nearly Hyperbolic Kenmotsu Manifold with ...IJERA Editor
We consider a nearly hyperbolic Kenmotsu manifold admitting a semi-symmetric metric connection and study semi-invariant submanifolds of a nearly hyperbolic Kenmotsu manifold with semi-symmetric metric connection. We also find the integrability conditions of some distributions on nearly hyperbolic Kenmotsu manifold andstudy parallel distributions on nearly hyperbolic Kenmotsu manifold.
Design and Analysis of New Modified Feedthrough Logic (MFTL) Circuits Using C...IJERA Editor
It is a challenging task for a VLSI design engineer to develop low power VLSI circuits, without sacrificing its performance. Feedthrough Logic (FTL) is a new technology which could be considered better than the existing technologies for improving circuit efficiency. Modified Feedthrough Logic (MFTL), offers a better power factor than the FTL logic structures, and also shows an improvement in the speed factor. But the scenario again changes when the design extends to nano scales of device dimension, where many factors which were neglected otherwise need to be given more importance. To avoid or minimize problems like hot carrier effects, electro migration, drain induced barrier lowering and other issues that becomes prominent in nano scale MOSFET‟s, Carbon Nanotube Field Effect Transistor (CNTFET) is considered to be a promising candidate in future integrated circuits. Hence this work extends the advantages of MFTL logic into nano level by incorporating CNTFETs in place of MOSFETs. The modifications have been implemented using CNTFETs of 16nm technology from HSPICE library on a 10 chain inverter stage, an 8 bit RCA and a Vedic multiplier and performance factors like PDP and ADP are compared to that of the conventional MOSFET circuits.
On Steiner Dominating Sets and Steiner Domination Polynomials of PathsIJERA Editor
This document introduces the concept of the Steiner domination polynomial of a path Pn. It defines the Steiner domination polynomial Sγ(Pn, x) as the sum of the number of Steiner dominating sets of size i for each i, where the number of such sets is represented by sγ(Pn, i). Several lemmas are provided about properties of Sγ(Pn, x) and its coefficients, including that it has no constant term, is strictly increasing, and properties related to the polynomials of smaller paths Pn-1, Pn-2, and Pn-3. The proofs of these lemmas are also given.
Reduction of Un-safe Work Practices by Enhancing Shop floor Safety– A case studyIJERA Editor
Industrial safety is of utmost important in the present industrial scenario in order to protect employees, plant and
environment. The present study is carried out in a machine tool manufacturing company. The initial study
revealed several problems with respect to industrial safety and productivity. Keeping these problems in view,
the aim of the present study was to analyse the existing layout and designing the new layout to improve the
productivity by ensuring safety in the shop floor according to the standards.The existing problems were
analysed systematically and solved by adopting andimplementing DuPont Safety Model. The implementation
resulted in increasing the safety and productivity in the organization.
ZnO nanoparticles were synthesized using a combustion method with low-temperature solution combustion. XRD and SEM characterization confirmed the formation of hexagonal wurtzite ZnO nanoparticles around 30-40nm in size. The antibacterial activity of the ZnO nanoparticles was tested against E. coli using colony counting and disk diffusion methods. Both methods showed the ZnO nanoparticles had antibacterial effects in a concentration-dependent manner, with 100μg/L ZnO demonstrating the strongest antibacterial activity through over 70% bacterial reduction and the largest inhibition zone of 24mm. The ZnO nanoparticles were also found to damage the genomic DNA of treated E. coli cells.
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
Analysis of High Rise Multistoried Building With and without Shear Wall By Re...IRJET Journal
This document analyzes a 15-story residential building with and without shear walls using response spectrum analysis. It finds that placing symmetrically positioned shear walls improves the building's performance in terms of seismic parameters like story drift, displacement, forces and stiffness compared to a building without shear walls. The building is modeled in ETABS software and seismic parameters are compared for models with and without shear walls in zone 3. Results show that shear walls enhance the building's lateral stiffness and resistance to earthquake forces.
Study of Seismic and Wind Effect on Multi-Storey R.C.C. Building using ETABSIRJET Journal
The document discusses analyzing the effects of building height on base shear and lateral forces due to earthquake and wind loads using ETABS software. A multi-story irregular building is modeled and analyzed at different heights. Results for wind and earthquake loads are compared at various stories to determine the minimum height at which wind load dominates over earthquake load. The analysis includes modeling the building, applying dead, live, wind and earthquake loads, and evaluating base shear, shear forces, and bending moments.
Study of Self Compacting Concrete by using Marginal Materials-Partial Replace...IRJET Journal
The document analyzes the effects of building height on base shear and lateral forces generated by earthquake and wind loads using ETABS software. A multi-storey irregular structure is modeled and analyzed at different heights. Load combinations including dead load, live load, wind load, and earthquake load are considered. Base shear values and lateral forces are calculated at various storeys. The minimum height at which wind load dominates over earthquake load is determined. Force coefficients and base shear results for different load combinations are presented for the 11th to 5th storeys. The analysis aims to compare wind and earthquake loads at varying heights and identify the height where wind load exceeds earthquake load.
Seismic Analysis of RCC Building without and With Shear WallsIRJET Journal
- The document discusses seismic analysis of a 15-story reinforced concrete (RC) building both without and with shear walls.
- A building model with plan dimensions of 36m x 36m and 3.2m floor heights was analyzed using ETABS software. Material properties and section dimensions were specified.
- Models were analyzed using the response spectrum method according to Indian codes for seismic zone III and medium soil. Results for storey shear, moments and drift were compared between models with and without shear walls.
IRJET- Lateral Stiffness of Framed Structures for Lateral LoadsIRJET Journal
The document discusses methods for calculating the lateral stiffness of framed structures. It begins by noting the importance of evaluating stiffness for seismic design codes. Several approximate methods for calculating storey stiffness are compared, but accurate methods using finite element analysis have been less studied. The study aims to compare different accurate methods for calculating storey stiffness using analytical software models. A 4-storey reinforced concrete frame structure is modeled and different analysis methods are applied to calculate storey stiffnesses, including applying point loads at different locations and calculating drifts. Results will help identify the most accurate and practical method for engineers.
SEISMIC ANALYSIS OF G+7 RESIDENTIAL BUILDING WITH AND WITHOUT SHEAR WALLIRJET Journal
This document summarizes a study on the seismic analysis of a G+7 residential building located in a high seismic zone V, with and without shear walls. The building is modeled in STAAD Pro software and analyzed considering Indian code IS 1893(2005). Parameters like base shear, storey shear, displacements, bending moments, and stresses are compared between the models. The results show that the model with shear walls experiences lower displacements, stresses, bending moments, and base shear, indicating that shear walls greatly improve a building's ability to resist seismic forces compared to a building without shear walls.
A REVIEW ON INFLUNCE OF THE SHEAR WALL IN TALL INFLUENCE STRUCTURE WITHOUT AN...IRJET Journal
This document reviews the influence of shear walls in tall, irregular structures without columns. It discusses how taller buildings are now preferred for urban development but require effective lateral load resistance. Shear walls are commonly used instead of columns for their strength and stiffness, but can make structures too rigid. The document examines different models analyzed in ETABS and STAAD PRO software considering factors like shear wall position, shape, soil type, and seismic zone. Key findings from literature on analyzing irregular structures with and without shear walls using software like SAP2000 and ETABS are summarized. The effect of shear walls on reducing story drift, displacement and base shear is noted. Analyzing different structural configurations helps determine best practices for shear wall placement and irregular structure seismic
Comparative Analysis of an RC framed building under Seismic ConditionsIRJET Journal
This document presents a comparative analysis of different earthquake resisting techniques for a 10-story reinforced concrete building, including shear walls and bracings. Seven building models are analyzed using STAAD Pro software: 1) a base structure without seismic restraints, 2) parallel shear walls on all sides, 3) L-shaped corner shear walls, 4) diagonal bracing throughout, 5) diagonal bracing in the middle bays, 6) diagonal bracing at the corners, and 7) a combination of bracing and shear walls. The analysis finds that bracing is most effective at reducing bending moments, shear forces, and axial forces, while adding less weight than shear walls. Diagonal bracing placed in the middle bays
Study on Behavior of Diagrids Under Seismic Loads Compared to Conventional Mo...IRJET Journal
This document summarizes a study that compares the seismic performance of diagrid structural systems to conventional moment resisting frames, core walls, shear walls, and bracing systems. A 19-story building with identical base dimensions and loadings was modeled in ETABS for each structural system. Response spectrum and equivalent static analyses were performed to compare storey displacement, drift, shear, and time period. The results showed that the diagrid system performed better than the conventional frame in terms of lower displacements and drifts. The bracing system showed even lower drifts than the diagrid. In general, the diagrid and bracing systems were better able to resist seismic loads compared to the conventional, core wall, and shear wall systems.
seismic response of multi storey building equipped with steel bracingINFOGAIN PUBLICATION
1) The document analyzes the seismic response of a multi-storey reinforced concrete building equipped with different steel bracing systems.
2) A 7-storey building model was created and linear analysis was conducted to compare the responses of an unbraced building model and models with X, V, and inverted V bracing systems.
3) The results showed that all bracing systems reduced displacement, drift, shear forces, and bending moments compared to the unbraced building, with the X bracing system providing the largest reductions in structural response.
Earthquake Analysis of RCC structure by using Pushover AnalysisIRJET Journal
This document summarizes a research paper that analyzes the seismic behavior of reinforced concrete (RCC) structures using pushover analysis. It discusses conducting pushover analysis on RCC building models in Etabs software to evaluate their performance under earthquake loads. The paper analyzes G+10, G+15, G+20, and G+25 story buildings to compare their base shear, story drift, and displacement. It finds that pushover analysis is effective for exploring the nonlinear behavior of structures and that Etabs provides accurate results. The paper concludes that high-rise buildings can be designed to withstand seismic loads based on the pushover analysis results.
Influence of Aspect Ratio & Plan Configurations on Seismic Performance of Mul...IRJET Journal
This document summarizes a study that analyzed the influence of aspect ratio and plan configurations on the seismic performance of multistory reinforced concrete buildings. Sixteen building models with varying horizontal aspect ratios (number of bays) and vertical aspect ratios (number of stories) were modeled and analyzed using response spectrum analysis to evaluate various seismic response parameters. The objective was to determine the best suitable building plan configuration and understand how increasing the height and bays impacts seismic response.
Analysis of super structure building with plan and elevation irregularities u...IRJET Journal
This document analyzes the response of irregular buildings to earthquakes using response spectrum analysis. It models different building shapes (rectangle, L, T, U) in ETABS software and evaluates storey displacements, drifts, and torsional irregularity under seismic loads. Rectangular and L-shaped buildings showed the highest displacements and drifts compared to code limits when shear walls were placed asymmetrically. Placing shear walls symmetrically in the models reduced torsional irregularity and improved seismic performance. The study aims to understand how plan and elevation irregularities impact building response during earthquakes.
Influence of Openings and Local Soil Conditions on the Seismic Behavior of Tu...IRJET Journal
The document analyzes the seismic behavior of tunnel form buildings using response spectrum analysis. Tunnel form buildings are reinforced concrete structures with relatively thin shear walls and flat slabs instead of beams and columns. The study models a 6-story RC wall building to analyze the effects of openings (0%, 6%, 22%, 50%) and soil conditions (bearing capacities of 50, 100, 200, 250) on seismic performance parameters like time period, displacement, drift, and base shear. Response spectrum analysis is performed using ETABS software according to Indian codes. Results show that RC wall buildings have significantly reduced time periods and displacements compared to equivalent RC frame buildings, indicating improved seismic performance.
IRJET-Analysis of G+25 RCC Bare Framed Structure with Shear Wall Under the Ef...IRJET Journal
This document presents an analysis of a G+25 reinforced concrete bare framed structure with shear walls under seismic loads. Four models are analyzed with shear walls placed at different locations (intermediate, corner, middle, core) and compared to a conventional structure without shear walls. The objectives are to analyze seismic forces for Zone III and compare bending moments and shear forces. The methodology uses STAAD Pro V8i to model and analyze the structures. Results show that the model with a shear wall at the corner performs best, with bending moments reduced by 37% compared to the conventional structure without shear walls. In conclusion, adding shear walls, especially at the corner, improves a structure's ability to resist seismic forces.
Wind and Seismic Analysis of Building with Bracing System Resting on Sloping ...IRJET Journal
This document summarizes a research study that analyzed the wind and seismic performance of buildings with different bracing systems on sloping ground. The study used ETABS software to model and analyze step back buildings with various bracing types, including X, V, inverted V, and diagonal bracing. Results showed that X bracing provided the best performance in terms of maximum displacement, drift, base shear, and fundamental time period. Step back buildings with X bracing demonstrated superior performance under wind and seismic loads compared to step back setback buildings. The effectiveness of bracing was found to be limited for buildings over 6 stories or with an increased number of bays along the slope. Increasing bays across the slope enhanced building performance with bra
Seismic Performance of Flat Slab Structures Under Static and Dynamic LoadsIRJET Journal
This document presents research on analyzing the seismic performance of flat slab structures under static and dynamic loads. Models of flat slab structures with varying lateral stiffness were created, from flexible columns only to stiffer combinations of columns and shear walls. The models were subjected to seismic and dynamic loads, and the structural responses like natural periods, base shear, displacement, and inter-story drift were studied. The results showed that providing edge beams and shear walls strengthened flat slab structures seismically. Key aspects analyzed included the natural period, base shear, displacement, and inter-story drift of flat plate and flat slab structures with different configurations, under static and dynamic seismic loads.
Pushover analysis of setback frame & step frame building with and without she...IRJET Journal
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Assessment of seismic damage of multistory structures using fragility curves
1. Yasser E. Ibrahim et al. Int. Journal of Engineering Research and Applications www.ijera.com
ISSN: 2248-9622, Vol. 6, Issue 1, (Part - 2) January 2016, pp.63-72
www.ijera.com 63|P a g e
Assessment of seismic damage of multistory structures using
fragility curves
Yasser E. Ibrahima,b
, Osman Shallan b
, Ashraf El-Shihy b
and Mohamed Selim b
a
Engineering Management Department, Prince Sultan University, KSA
b
Structural Engineering Department, Zagazig University, Egypt
Abstract
Performance-based design, PBD, is gaining popularity and its concept hasbeen applied in many international
seismic building codes. In this research, five real structures designed according to the Egyptian Building Code,
which does not consider PBD, are considered and modeled in a three dimensional way using the software
SeismoStruct in order to assess their performance under expected earthquakes. The structures are 2-story, 4-
story, 6-story, 8-story and 10-story reinforced concrete framed structures. The structural system of these
structures is of the moment-resisting frame type, with and without shear walls. The structures weredesigned
under dead, live and seismic forces of “Zone 3” with a design acceleration of 0.15g.The models were analyzed
using incremental dynamic analysis, IDA, considering 12 real records of historical earthquakes. IDA curves
were developed for all analyzed models, considering four damage states. Fragility curves were subsequently
developed to provide an overview of the expected seismic performance of a typical low or mid-rise multistory
reinforced concrete framed structure in Egypt as designed in accordance with thecurrent Egyptian Building
Code.
Keywords: Performance-based, seismic, fragility, Building code, Damage state
I. Introduction
Most building codes provide minimum
provisions for design and construction of structures to
resist potential ground motions. However, no clear
definition of the expected performance orpossible
damage is provided, which hampers accurate
estimation of potential life and economic losses under
possible earthquakes. An international trend is
presently emergingtowardsdeveloping performance-
based design codes to provide a comprehensible and
quantitative definition for structural damage
resultingfrom probable earthquakes. The emerging
performance-based earthquake engineering considers
the elements of design, evaluation and construction
of structures with a seismic performance that must
satisfy the owners and users of these structures
(SEAOC 1995; FEMA356 2000). The performance
level is an expression of the maximum desired extent
of damage to a structure under specific
earthquake.SEAOCdefined four performance levels
as follows:
Fully Operational: Continuous service of the
structure with negligible structural and nonstructural
damage.
Operational: Most operations and functions of the
structure can resume immediately after the seismic
event. Damage is light.
Life Safe: Damage of the structure is moderate.
Repair is possible, but may be economically
impractical.
Near Collapse: Damage of the structure is severe,
but structural collapse is prevented.
A performance-based design mainly depends on the
fact that the structural performance can be well
predicted with sufficient confidence so that the
engineer and client can select the desired
performance level of the structure under possible
earthquakes;such level of performancewould
definitely affect the design and construction of the
structure.
There are many ways to assess the seismic
performance of structures. Incremental dynamic
analysis, IDA, is considered one of the important
methods in this regard. Incremental dynamic analysis
(IDA) is applied in context of the performance-based
earthquake engineering in order to investigate
expected structural response, damage, and financial
loss under earthquakes with different intensities. IDA
gives a clear vision about the performance of a
certain type of structures under seismic excitations
with wide range of intensities (Vamvatsikos and
Cornell 2002). The IDA curves give a relationship
between the maximum interstory drift ratio and the
intensity of the ground motion. Many researchers
have developed and used IDA curves in their
research for multistory structures (Kircil and Polat
2006; Kinali and Ellingwood 2007).
RESEARCH ARTICLE OPEN ACCESS
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IDA is considered the first step towards
developing the fragility curves, which are used in the
assessment of the seismic performance of structures.
The fragility curves are considered useful tools for
predicting the extent of probable damage under
potential earthquakes. Moreover, the fragility curves
can be used in decisions associated with retrofitting
options, estimationof casualties and economic losses,
and finally in the disaster response planning.
Fragility curves were developed by many
researchers for different types of structures,
includingbridges (Siqueira et al. 2014; Yang et al.
2015) and multistory buildings (Celik et al. 2010; Ji
et al. 2007; Erberik 2008; Ibrahim and El-Shami
2011; Ibrahim et al. 2014).Also, fragility curves were
used to assess the effectiveness of retrofitting
techniques (Özel and Güneyisi 2011) and in decision-
making (Williams et al. 2009).
In this research, fragility curves for typical
multistory structures, designed according to the
Egyptian Building Code (2008), are developed based
on IDA results conducted on 3-D structural models of
fivereal existing structures using SeismoStruct
(2010). Twelve historic ground motions were used in
the analysis and four performance levels are
considered; fully operational, operational, life safe
and near collapse.These fragility curves are used to
assess the expected seismic performance and quantify
damage of such structures under potential
earthquakes. This assessment and damage
quantification is not presented or well defined in
current Egyptian Building Code.
II. Analyzed Structures and their
Modeling
Five existing reinforced concrete structures in
Egypt were selected for analysis in this research. The
structures are residential buildings with a story height
of 3.0 m each. The structural system of the floors is
flat plates, witha slab thickness of 20cm with an
upper and lower reinforcement mesh of 6 12/m.
Details of the selected structures in terms of location,
number of stories and floor area are summarized in
Table 1, along with the dimensions and
reinforcement of their structural elements.The
structures were designed according to the Egyptian
Building Code with a design ground acceleration of
0.15g.
The structures were modeled using
SeismoStruct. The reinforced concrete was modeled
using the uniaxial constant confinement concrete
model initially presented by Madas (1993). The
confinement effects provided by the lateral transverse
reinforcement are included through the model
introduced by Mander et al. (1988), which assumesa
constant confining pressure throughout the entire
stress-strain range of the concrete element. The
reinforcing bars were modeled using a uniaxial
bilinear stress-strain model with kinematic strain
hardening. In this model, the elastic range remains
constant throughout the various loading stages, and
the kinematic hardening rule for the yield surface is
assumed as a linear function of the increment of the
ensuing plastic strain. The parameters usedto model
the concrete and steel materials of the analyzed
structures are tabulated in Table 2 and 3,
respectively. The structuralmodels are shown in
Figure 1. According to the structural dynamic
analysis using SeismoStruct, the first mode shape of
these structures is shown in Figure 2. The natural
time periods of these structures are 0.155s, 0.63s,
0.79s, 0.93s and 1.263s, respectively.
Table 1: Characteristics of the modeled structures
Structure
No.
No. of
stories
Floor Area
(m2
) Location
Columns
(Dimensions, reinforcement)
Shear walls (Dimensions,
reinforcement)
1 2
400 Hehia
Sharkia
Corner: 30 cm x 30cm, 8 12
Edge: 30 cm x 30cm, 8 12
Center: 30 cm x 30cm, 8 12
None
2 4
144 Zagazig
Sharkia
Corner: 30 cm x 30cm, 8 12
Edge: 30 cm x 30cm, 8 12
Center: 35 cm x 35cm, 8 16 + 4 12
None
3 6
240 Zagazig
Sharkia
Corner: 30 cm x 40cm, 6 16
Edge: 30 cm x 50cm, 8 16
Center: 30 cm x 60cm, 10 16
30 cm x 200cm
16 16 at corners
6 12/m both sides
4 8
96 Zagazig
Sharkia
Corner: 30 cm x 60cm, 12 16
Edge: 30 cm x 80cm, 16 16
30 cm x 200cm
10 16 at corners
6 12/m both sides
5 10
240 10th
of
Ramadan
Sharkia
Corner: 30 cm x 60cm, 12 16
Edge: 30 cm x 80cm, 16 16
Center: 30 cm x 100cm, 20 16
30 cm x 200cm
16 16 at corners
6 12/m both sides
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Table 2: Concrete Properties Table 3: Reinforcing Steel Properties
Property Value
Compressive strength 25 MPa
Tensile strength 0
Strain at peak stress 0.002
Confinement factor 1.1
Unitweight 25 (kN/m³)
Property Value
Modulus of elasticity 2.1E+5 (MPa)
Yield strength 350 (MPa)
Strain hardening parameter 0.005
Unitweight 78 (kN/m³)
Structure No. 1 Structure No. 2
Structure No. 3 Structure No. 4
Structure No. 5
Figure 1: Structural models used in the analysis
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Structure No. 1 Structure No. 2
Structure No. 3 Structure No. 4
Structure No. 5
Figure 2: Mode Shapes
III. Ground Motions used in the Dynamic
Analysis
An appropriate set of ground motions is required
to perform the incremental dynamic analysis. As
suggested by several seismic codes (UBC 1997;
Eurocode 8 2005)and by researchers (Bommer et al.
2003), a minimum of seven ground motions should
be used to describe the behavior of a building.
However, for mid-rise buildings, ten to twelve
ground motions are required to obtain a reliable
estimation of the seismic demand (Shome and
Cornell 1999). Kircil and Polat (2006) used twelve
ground motions to perform IDA and develop fragility
curves for 3-story, 5-story and 7-story structures in
Turkey. Rota et al. (2010)used seven ground motions
to perform the IDA and develop associated fragility
curves for a 3-story masonry building located in
Benevento, Italy.The ground motions required can be
either selected fromreal records of earthquakes or
generated artificially. In fact, real records are more
realistic, since they include all ground motions
characteristics such as amplitude, frequency,
duration, energy content, number of cycles and phase
(Rota et al. 2010). Unfortunately, no ground motions
were recorded forthe past earthquakes in Egypt.
Accordingly, 12 earthquake records from other
regions were used to perform the nonlinear time
history analysis performed in this paper. Details of
The 12 records of ground motions that were selected
are tabulated in Table 4.
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IV. IDA and Fragility Curves
The analysis presented in this section
covered the four performance levels described earlier,
namely fully operational, operational, life safe and
near collapse states. In order to quantify the level of
damage that correspond to each of these four states,
the inter-story drift ratio was chosen as a non-
cumulative damage index, as mentioned by SEAOC1
.
The values of the maximum inter-story drift ratio
used to assess the damage are 0.2%, 0.5%, 1.5% and
2% for the states of fully operational, operational, life
safe and near collapse damage, respectively.
Table 4: Details of ground motions
No. Earthquake Duration Location Year PGA
1 El Centro 50 sec San Diego 1940 0.35g
2 Northridge 60 sec Arleta and Nordhoff Fire Station, USA 1994 0.60g
3 Parkfield 30 sec Cholame, Shandon, USA 1966 0.24g
4 49 OLY 40 sec USA 1965 0.28g
5 Kern 55 sec Taft Lincoln School Tunnel, USA 1952 0.16g
6 Loma Prieta 40 sec Corralitos recording station, USA 1989 0.28g
7 San Fernando 60 sec 8244 Orion Blvd., USA 1971 0.28g
8 Kobe 50 sec Takatori, Japan 1995 0.35g
9 Chi-Chi 37 sec Unknown, Taiwan 1999 0.36g
10 Friulli 20 sec Unknown, Italy 1976 0.48g
11 Hollister 15 sec City Hall, USA 1974 0.12g
12 Sakaria 20 sec Sakaria, Turkey 1999 0.63g
Using SeismoStruct software, the nonlinear time
history analysis was conducted on each structure
using a certain ground motion with the peak ground
acceleration, PGA scaled incrementally up to 1.0g
using a step of 0.1g. The maximum interstory drift
ratio was calculated for each PGA, and thisrepresents
a point on the IDA curve. The points of this drift ratio
resulting from the various GPA values form the full
IDA curve for a specific ground motion. The
procedure was repeated for all 12ground motions
used in this paper. The full set of the IDA curves
from these 12 ground motionscharacterize the
seismic response of a specific structural model. The
IDA curves for the structural models are presentedin
Figure3. Distribution of the peak story drift ratio on
each floor for structures No. 3 and No. 5 under
49OLY earthquake are presented in Figure 4. The
IDA curves resulting from application of the Friulli
and Parkfield earthquakes are shown in Figure 5for
all structural models.
To describe the state of damage in relation to the
four performance levels postulated above,a
cumulative damage state occurrence wasconsidered.
It wascalculated as the number of occurrence among
the ground motions that exceeded certain
performance level at each PGA value. Then the
probability of exceeding this damage state
wascalculated. Mean and standard deviation, μ and σ,
of the natural logarithm of PGA at which each
structure reaches the threshold of a specific damage
state or performance level werecalculated. These
values are tabulated in Table 5, and were used in
developing the fragility curves presented below.
The conditional probability of a structure to
reach or exceed a specific damage state, D, for a
given PGA, is defined by:
P[D/PGA] = [(ln(PGA)-)/] (1)
where:
Φ is the standard normal cumulative distribution
function. Using Easy Fit software (2010), log-normal
functions with two parameters (μ and σ) were fitted
for the four performance levels for different
structures which create fragility curves. The resulting
fragility curves of the structural models are shown in
Figure 6.
6. Yasser E. Ibrahim et al. Int. Journal of Engineering Research and Applications www.ijera.com
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Table 5: Fragility curves parameters for each structure
Model Damage state µ σ
Structure No.01
Fully operational -3.341 1.339
Operational -2.524 0.857
Life safe -1.591 0.747
Near collapse -1.092 0.760
Structure No.02
Fully operational -2.986 1.142
Operational -2.143 0.754
Life safe -1.141 0.573
Near collapse -0.628 0.596
Structure No.03
Fully operational -3.167 0.635
Operational -2.223 0.657
Life safe -1.133 0.589
Near collapse -0.608 0.610
Structure No.04
Fully operational -3.021 0.588
Operational -2.046 0.603
Life safe -1.032 0.601
Near collapse -0.370 0.515
Structure No.05
Fully operational -2.948 0.648
Operational -2.112 0.576
Life safe -0.947 0.638
Near collapse -0.522 0.595
Structure No. 1 Structure No. 2
Structure No. 3 Structure No. 4
Structure No. 5
Figure 3: IDA curves
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V. Results and Discussion
According to the developed fragility curves, the following observations were obtained:
For structure No. 1 with PGA equals to 0.4g, life safe damage state was reached or exceeded under 11 out
of the 12 ground motions, while a near collapse damage state was reached or exceeded under 9 out of 12
ground motions. For PGA of 0.2g, there is 100% chance of reaching or exceeding the fully operational
performance level, 92% of reaching or exceeding operational performance level, 42% probability of
reaching or exceeding life safe performance level and 33% probability of reaching the near collapse
performance level.
Structure No.3 Structure No.5
Figure 4: Peak story drift ratio under 49OLY earthquake
For structure No. 2, for PGA of 0.4g, out of the 12 analyses using different ground motions, a total of 7
cases reached the life safe performance level and 4 reached the near collapse limit state. There is 100%
chance of reaching or exceeding the fully operational performance level, 92% chance of reaching or
exceeding the operational performance level, 25% probability of reaching or exceeding life safe
performance level and 17% probability of reaching the near collapse performance level.
Friulli Earthquake Parkfield earthquake
Figure 5: IDA curves for all structural models under a specific earthquake
For structure No.3, for PGA of 0.4g, , life safe damage state was reached or exceeded under 7 out of 12
ground motions, while near collapse damage state reached or exceeded under 3 out of 12 ground motions.
For PGA of 0.2g, there is 92% chance of reaching or exceeding fully operational performance level, 75% of
reaching or exceeding operational performance level, 25% probability of reaching or exceeding life safe
performance level and 8% probability of reaching the near collapse performance level.
For structure No. 4, for PGA of 0.4g, out of 12 runs using different ground motions, a total of 5 runs
reached life safe performance level and only one reached near collapse limit state. For PGA of 0.2g, there is
100% chance of reaching or exceeding fully operational performance level, 75% of reaching or exceeding
operational performance level, 25% probability of reaching or exceeding life safe performance level and 0%
probability of reaching the near collapse performance level.
8. Yasser E. Ibrahim et al. Int. Journal of Engineering Research and Applications www.ijera.com
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Structure No. 1 Structure No. 2
Structure No. 3 Structure No. 4
Structure No. 5
Figure 6: Analytical fragility curves
For structure 5, for PGA of 0.4g, , life safe
damage state was reached or exceeded under 6 out of
12 ground motions, while near collapse damage state
reached or exceeded under 2 out of 12 ground
motions. For PGA of 0.2g, there is 92% chance of
reaching or exceeding fully operational performance
level, 83% of reaching or exceeding operational
performance level, 17% probability of reaching or
exceeding life safe performance level and 8%
probability of reaching the near collapse performance
level.
From the previous results, it was observed that
the fragility curves obtained for all structures are very
close, when considering the same performance level.
This can lead to an important conclusion of obtaining
very similar seismic performance of low to mid-rise
structures of a certain category in terms of structural
system, use and type if designed according to the
Egyptian Building Code with the same design ground
acceleration. Accordingly, developing an overall set
of fragility curves for such structures considering
different performance levels is of great importance.
9. Yasser E. Ibrahim et al. Int. Journal of Engineering Research and Applications www.ijera.com
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These fragility curves represent the average of all
fragility curves obtained for all structures considering
fully operational, operational, life safe and near
collapse performance levels (Figure 7). According to
these curves, for similar structures exposed to an
earthquake with a PGA equals the design acceleration
of 0.15g, there is 97% chance of reaching or
exceeding fully operational performance level, 83%
of reaching or exceeding operational performance
level, 32% probability of reaching or exceeding life
safe performance level and 13% probability of
reaching the near collapse performance level. Until
the Egyptian Building Code undergoes a new
development to quantify the expected damage under
potential earthquakes, these results can give good
seismic performance estimation in terms of structural
and nonstructural damage to the designers and
owners of similar structures if designed according to
the current code provisions and to allow them to seek
better performance, if needed, by considering
modifying the structural system and increasing the
structural ductility.
Figure 7: Overall fragility curves for all structures
VI. Conclusions
1. Current Egyptian building code (2008) does not
provide a clear definition of the expected
damage of structures designed according to its
provisions under expected earthquakes. This
research was performed in order to assess the
damage of existing multistory residential
structures, which were designed according to
the Egyptian building code.
2. To accomplish the goal above, incremental
dynamic analysis, IDA, was conducted on 3-D
structural models using SeismoStruct
softwarefor five existing multistory residential
structures designed according to Egyptian
Building Code under dead, live and seismic
forces of “Zone 3” with a design acceleration of
0.15g. These structures are 2-story, 4-story 6-
story, 8-story and 10-story reinforced concrete
structures. Twelve historic real ground motions
were used in the analysis. Analytical fragility
curves were developed considering 4 different
performance levels; fully operational,
operational, life safe and near collapse.
3. According to the obtained IDA curves and
developed fragility curves, the structural
performance of the different structural models
was not very dissimilar. For PGA of 0.15g, the
average probability of reaching or exceeding
the fully operational, operational, life safe and
near collapse performance levels are 97%, 83%,
32% and 13%, respectively..
4. It may be intuitive to expect that the owner may
request the structural engineer toseek better
performance under certain intensity of ground
motion. This can be readily obtained
byenhancing the overall ductility of the
structure and altering itslateral stiffness
5. Expected seismic performance of structures
designed according to current code provisions,
which is assessed herein through developed
analytical fragility curves, can be considered in
future development of local code provisions.
References
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based seismic engineering of buildings. San
Francisco.
10. Yasser E. Ibrahim et al. Int. Journal of Engineering Research and Applications www.ijera.com
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