Lateral Load Analysis of Shear Wall and Concrete Braced Multi-Storeyed R.C Fr...ijsrd.com
Generally RC framed structures are designed without regards to structural action of masonry infill walls present. Masonry infill walls are widely used as partitions. These buildings are generally designed as framed structures without regard to structural action of masonry infill walls. They are considered as non- structural elements. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. Past earthquakes are evident that collapses due to soft storeys are most often in RC buildings. In the soft storey, columns are severely stressed and unable to provide adequate shear resistance during the earthquake. . In this study, 3D analytical model of twelve storeyed buildings have been generated for different buildings Models and analyzed using structural analysis tool 'ETABS'. To study the effect of infill, ground soft, bare frame and models with ground soft having concrete core wall and shear walls and concrete bracings at different positions during earthquake; seismic analysis using both linear static, linear dynamic (response spectrum method) has been performed. The analytical model of the building includes all important components that influence the mass, strength, stiffness and deformability of the structure.
Lateral Load Analysis of Shear Wall and Concrete Braced Multi-Storeyed R.C Fr...ijsrd.com
Generally RC framed structures are designed without regards to structural action of masonry infill walls present. Masonry infill walls are widely used as partitions. These buildings are generally designed as framed structures without regard to structural action of masonry infill walls. They are considered as non- structural elements. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. Past earthquakes are evident that collapses due to soft storeys are most often in RC buildings. In the soft storey, columns are severely stressed and unable to provide adequate shear resistance during the earthquake. . In this study, 3D analytical model of twelve storeyed buildings have been generated for different buildings Models and analyzed using structural analysis tool 'ETABS'. To study the effect of infill, ground soft, bare frame and models with ground soft having concrete core wall and shear walls and concrete bracings at different positions during earthquake; seismic analysis using both linear static, linear dynamic (response spectrum method) has been performed. The analytical model of the building includes all important components that influence the mass, strength, stiffness and deformability of the structure.
Importance of Modeling of Masonry Infill and Effect of Soft Storey on Seismic...ijsrd.com
RC framed high rise buildings are generally designed without considering the structural action of masonry infill walls present. These walls are widely used as partitions and considered as non-structural elements. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC framed building with open first storey is known as soft storey, which performs poorly during earthquakes. A similar soft storey effect can also appear, at intermediate storey level if a storey used as a service storey. The soft storey located in the lower part of the high rise building especially the ground storey is undesirable as it attracts severely large seismic forces. At the same time, the soft storey located in the upper part of the high rise building does not significantly affect. To study the effect of masonry infill and its modeling technique with different soft storey level, 6 Models of R C framed building were analyzed with two different techniques of modeling of masonry infill with one type of shear wall when subjected to earthquake loading. Technique one is showing more strength and stiffness than two and an attempt is made to develop relationship between strength and stiffness ratios for linear trend line.
Lateral Load Analysis of Shear Wall and Concrete Braced Multi-Storeyed R.C Fr...ijsrd.com
Generally RC framed structures are designed without regards to structural action of masonry infill walls present. Masonry infill walls are widely used as partitions. These buildings are generally designed as framed structures without regard to structural action of masonry infill walls. They are considered as non- structural elements. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. Past earthquakes are evident that collapses due to soft storeys are most often in RC buildings. In the soft storey, columns are severely stressed and unable to provide adequate shear resistance during the earthquake. . In this study, 3D analytical model of twelve storeyed buildings have been generated for different buildings Models and analyzed using structural analysis tool 'ETABS'. To study the effect of infill, ground soft, bare frame and models with ground soft having concrete core wall and shear walls and concrete bracings at different positions during earthquake; seismic analysis using both linear static, linear dynamic (response spectrum method) has been performed. The analytical model of the building includes all important components that influence the mass, strength, stiffness and deformability of the structure.
Lateral Load Analysis of Shear Wall and Concrete Braced Multi-Storeyed R.C Fr...ijsrd.com
Generally RC framed structures are designed without regards to structural action of masonry infill walls present. Masonry infill walls are widely used as partitions. These buildings are generally designed as framed structures without regard to structural action of masonry infill walls. They are considered as non- structural elements. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. Past earthquakes are evident that collapses due to soft storeys are most often in RC buildings. In the soft storey, columns are severely stressed and unable to provide adequate shear resistance during the earthquake. . In this study, 3D analytical model of twelve storeyed buildings have been generated for different buildings Models and analyzed using structural analysis tool 'ETABS'. To study the effect of infill, ground soft, bare frame and models with ground soft having concrete core wall and shear walls and concrete bracings at different positions during earthquake; seismic analysis using both linear static, linear dynamic (response spectrum method) has been performed. The analytical model of the building includes all important components that influence the mass, strength, stiffness and deformability of the structure.
Importance of Modeling of Masonry Infill and Effect of Soft Storey on Seismic...ijsrd.com
RC framed high rise buildings are generally designed without considering the structural action of masonry infill walls present. These walls are widely used as partitions and considered as non-structural elements. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC framed building with open first storey is known as soft storey, which performs poorly during earthquakes. A similar soft storey effect can also appear, at intermediate storey level if a storey used as a service storey. The soft storey located in the lower part of the high rise building especially the ground storey is undesirable as it attracts severely large seismic forces. At the same time, the soft storey located in the upper part of the high rise building does not significantly affect. To study the effect of masonry infill and its modeling technique with different soft storey level, 6 Models of R C framed building were analyzed with two different techniques of modeling of masonry infill with one type of shear wall when subjected to earthquake loading. Technique one is showing more strength and stiffness than two and an attempt is made to develop relationship between strength and stiffness ratios for linear trend line.
Review on Effective utilization of RCC Shear walls for Design of Soft Storey ...IJERA Editor
Multi-storey buildings in metropolitan cities require open taller first storey for parking of vehicle and/or for retail shopping, large space for meeting room or a banking hall owing to lack of horizontal space and high cost. Due to these functional requirements, the first storey has lesser strength and stiffness as compared to upper stories, which are stiffened by masonry infill walls. Increased flexibility of first storey results in extreme deflections, which in turn, leads to concentration of forces at the second storey connections accompanied by large plastic deformation. In addition, most of the energy developed during the earthquake is dissipated by the column of the soft stories. In this process the plastic hinges are formed at the ends of column, which transform the soft stories into a mechanism. In such cases the collapse is unavoidable. Therefore, the soft stories deserve a special consideration in analysis and design
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
Comparative study on multistoried building using linear and non linear analysisIJARIIT
The effect of infill walls on the building is generally neglected in the analysis. In fact, an infill wall contributes to the
lateral strength and stiffness of the structure. Seismic response analysis of multi storey building frame with infill was done by
modeling the infill wall as an equivalent diagonal strut. For the equivalent diagonal strut, the thickness is taken equal to the
thickness of the wall and width of the strut as per “Equivalent strut method”. The comparison of seismic responses is done for
the multi-storied buildings with infill as equivalent diagonal strut using linear and non-linear analysis. ETABS software is used
for the present study.
Design And Analysis Of Precast Load Bearing Walls For Multi Storey Building ...IJMER
In the present scenario of construction industry, time of construction is very crucial factor.
Pre-cast construction is gaining significance in general and urban areas in particular. The precast
technology is a viable and alternative technique to reduce the construction time. G+11 storey live
project is taken for analysis and design with load bearing walls. Design of precast wall panels and
design of precast slabs is carried using Indian codes subjected to gravity and lateral loads (seismic and
wind). Connections of wall to wall, wall to slab and foundation beam to wall is designed. The structural
system consists of load bearing walls and one-way slabs for gravity and lateral loads have been taken
for analysis using ETABS. Various wall forces, displacements and moments have been worked out for
different load combinations. Data base is presented for the worst load combination
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.
Influence of Modeling Masonry Infill on Seismic Performance of Multi-Storeyed...ijsrd.com
Masonry infilled RC frames are the most common type of structures used for multi-storeyed constructions in the developing countries, even in those which are located in seismically active regions also. Masonry infill walls are mainly used to increase the stiffness and strength of R C framed buildings. R C framed building with open first storey is known as soft storey, which performs poorly during earthquakes. A similar soft storey effect can also appear top storey level if it is used as service storey. The soft storey located in the upper part of the multistorey building does not significantly affect. To observe the effect of masonry infill panel, it is modeled as an equivalent double diagonal strut. In this study 7 models are taken were analyzed with two different techniques of modelling of masonry infill wall with L type of shear wall when subjected to earthquake loading. The results of masonry infill show more stiffness than the strut modeling technique. It is observed that, providing infill wall and shear wall improves earthquake resistant behavior of the structure and also the effect of water pressure, an attempt is made to develop relationship between strength and stiffness ratios for linear trend line.
Dynamic Analysis of Multi-Storeyed Frame-Shear Wall Building Considering SSIIJERA Editor
The structural system of a high-rise building often has a more pronounced effect than a low rise building on the
total building cost and the architecture aspect of building. Shear walls are lateral load resisting structural
systems which provide stability to structures from lateral loads like wind and seismic Loads. The design of multi
storey building is to have good lateral load resisting System along with gravity load system for safety of
occupant and for better performance of structure even in most adverse condition. The main scope of this project
is to apply class room knowledge in the real world by designing a multi-storied residential building. Shear walls
are more efficient in resisting lateral loads in multi storied buildings. Steel and reinforced concrete shear walls
are kept in major positions of multi storied buildings which are made in consideration of seismic forces and
wind forces. To solve this purpose shear walls are a very powerful structural elements, if used judiciously can
reduce deflections and stresses to a very great extent. Our project contains a brief description of building with
shear wall and without shear wall thoroughly discussed structural analysis of a building to explain the
application of shear wall. The design analysis of the multi storied building in our project is done through
STAAD-PRO, most popular structural engineering software. It is featured with some ultimate power tool,
analysis and design facilities which make it more users friendly.
“ Study of Sesmic Analysis of Masonry Wall Structure”IJERA Editor
Earthquakes are natural trouble under which disasters are mainly caused by damage or collapse of the structure and other man-made structures. When an earthquake occurs natural period of vibration is more on heavy loaded building and less in light loaded building. If the building is light weighted, i.e. steel is less then economy of structure is also achieved. Hence it is necessary to find out natural/fundamental time period when mass changes with different type of brick masonry and concrete masonry.This is necessary because IS 1893:2002 does not incorporate the effect of mass in a formula which they have mentioned for brick masonary structure. Thedesign will also analyze with ETAB software.
Review on Effective utilization of RCC Shear walls for Design of Soft Storey ...IJERA Editor
Multi-storey buildings in metropolitan cities require open taller first storey for parking of vehicle and/or for retail shopping, large space for meeting room or a banking hall owing to lack of horizontal space and high cost. Due to these functional requirements, the first storey has lesser strength and stiffness as compared to upper stories, which are stiffened by masonry infill walls. Increased flexibility of first storey results in extreme deflections, which in turn, leads to concentration of forces at the second storey connections accompanied by large plastic deformation. In addition, most of the energy developed during the earthquake is dissipated by the column of the soft stories. In this process the plastic hinges are formed at the ends of column, which transform the soft stories into a mechanism. In such cases the collapse is unavoidable. Therefore, the soft stories deserve a special consideration in analysis and design
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
Comparative study on multistoried building using linear and non linear analysisIJARIIT
The effect of infill walls on the building is generally neglected in the analysis. In fact, an infill wall contributes to the
lateral strength and stiffness of the structure. Seismic response analysis of multi storey building frame with infill was done by
modeling the infill wall as an equivalent diagonal strut. For the equivalent diagonal strut, the thickness is taken equal to the
thickness of the wall and width of the strut as per “Equivalent strut method”. The comparison of seismic responses is done for
the multi-storied buildings with infill as equivalent diagonal strut using linear and non-linear analysis. ETABS software is used
for the present study.
Design And Analysis Of Precast Load Bearing Walls For Multi Storey Building ...IJMER
In the present scenario of construction industry, time of construction is very crucial factor.
Pre-cast construction is gaining significance in general and urban areas in particular. The precast
technology is a viable and alternative technique to reduce the construction time. G+11 storey live
project is taken for analysis and design with load bearing walls. Design of precast wall panels and
design of precast slabs is carried using Indian codes subjected to gravity and lateral loads (seismic and
wind). Connections of wall to wall, wall to slab and foundation beam to wall is designed. The structural
system consists of load bearing walls and one-way slabs for gravity and lateral loads have been taken
for analysis using ETABS. Various wall forces, displacements and moments have been worked out for
different load combinations. Data base is presented for the worst load combination
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.
Influence of Modeling Masonry Infill on Seismic Performance of Multi-Storeyed...ijsrd.com
Masonry infilled RC frames are the most common type of structures used for multi-storeyed constructions in the developing countries, even in those which are located in seismically active regions also. Masonry infill walls are mainly used to increase the stiffness and strength of R C framed buildings. R C framed building with open first storey is known as soft storey, which performs poorly during earthquakes. A similar soft storey effect can also appear top storey level if it is used as service storey. The soft storey located in the upper part of the multistorey building does not significantly affect. To observe the effect of masonry infill panel, it is modeled as an equivalent double diagonal strut. In this study 7 models are taken were analyzed with two different techniques of modelling of masonry infill wall with L type of shear wall when subjected to earthquake loading. The results of masonry infill show more stiffness than the strut modeling technique. It is observed that, providing infill wall and shear wall improves earthquake resistant behavior of the structure and also the effect of water pressure, an attempt is made to develop relationship between strength and stiffness ratios for linear trend line.
Dynamic Analysis of Multi-Storeyed Frame-Shear Wall Building Considering SSIIJERA Editor
The structural system of a high-rise building often has a more pronounced effect than a low rise building on the
total building cost and the architecture aspect of building. Shear walls are lateral load resisting structural
systems which provide stability to structures from lateral loads like wind and seismic Loads. The design of multi
storey building is to have good lateral load resisting System along with gravity load system for safety of
occupant and for better performance of structure even in most adverse condition. The main scope of this project
is to apply class room knowledge in the real world by designing a multi-storied residential building. Shear walls
are more efficient in resisting lateral loads in multi storied buildings. Steel and reinforced concrete shear walls
are kept in major positions of multi storied buildings which are made in consideration of seismic forces and
wind forces. To solve this purpose shear walls are a very powerful structural elements, if used judiciously can
reduce deflections and stresses to a very great extent. Our project contains a brief description of building with
shear wall and without shear wall thoroughly discussed structural analysis of a building to explain the
application of shear wall. The design analysis of the multi storied building in our project is done through
STAAD-PRO, most popular structural engineering software. It is featured with some ultimate power tool,
analysis and design facilities which make it more users friendly.
“ Study of Sesmic Analysis of Masonry Wall Structure”IJERA Editor
Earthquakes are natural trouble under which disasters are mainly caused by damage or collapse of the structure and other man-made structures. When an earthquake occurs natural period of vibration is more on heavy loaded building and less in light loaded building. If the building is light weighted, i.e. steel is less then economy of structure is also achieved. Hence it is necessary to find out natural/fundamental time period when mass changes with different type of brick masonry and concrete masonry.This is necessary because IS 1893:2002 does not incorporate the effect of mass in a formula which they have mentioned for brick masonary structure. Thedesign will also analyze with ETAB software.
Similar to A Comprehensive Study on the Effect of Regular and Staggered Openings on the Seismic Performance of Shear Walls.pdf (20)
Investigation of the physical-mechanical properties and durability of high-st...Shakerqaidi
Investigation of the physical-mechanical properties and durability of high-strength concrete with recycled PET as a partial replacement for fine aggregates.pdf
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
Courier management system project report.pdfKamal Acharya
It is now-a-days very important for the people to send or receive articles like imported furniture, electronic items, gifts, business goods and the like. People depend vastly on different transport systems which mostly use the manual way of receiving and delivering the articles. There is no way to track the articles till they are received and there is no way to let the customer know what happened in transit, once he booked some articles. In such a situation, we need a system which completely computerizes the cargo activities including time to time tracking of the articles sent. This need is fulfilled by Courier Management System software which is online software for the cargo management people that enables them to receive the goods from a source and send them to a required destination and track their status from time to time.
TECHNICAL TRAINING MANUAL GENERAL FAMILIARIZATION COURSEDuvanRamosGarzon1
AIRCRAFT GENERAL
The Single Aisle is the most advanced family aircraft in service today, with fly-by-wire flight controls.
The A318, A319, A320 and A321 are twin-engine subsonic medium range aircraft.
The family offers a choice of engines
CFD Simulation of By-pass Flow in a HRSG module by R&R Consult.pptxR&R Consult
CFD analysis is incredibly effective at solving mysteries and improving the performance of complex systems!
Here's a great example: At a large natural gas-fired power plant, where they use waste heat to generate steam and energy, they were puzzled that their boiler wasn't producing as much steam as expected.
R&R and Tetra Engineering Group Inc. were asked to solve the issue with reduced steam production.
An inspection had shown that a significant amount of hot flue gas was bypassing the boiler tubes, where the heat was supposed to be transferred.
R&R Consult conducted a CFD analysis, which revealed that 6.3% of the flue gas was bypassing the boiler tubes without transferring heat. The analysis also showed that the flue gas was instead being directed along the sides of the boiler and between the modules that were supposed to capture the heat. This was the cause of the reduced performance.
Based on our results, Tetra Engineering installed covering plates to reduce the bypass flow. This improved the boiler's performance and increased electricity production.
It is always satisfying when we can help solve complex challenges like this. Do your systems also need a check-up or optimization? Give us a call!
Work done in cooperation with James Malloy and David Moelling from Tetra Engineering.
More examples of our work https://www.r-r-consult.dk/en/cases-en/
Quality defects in TMT Bars, Possible causes and Potential Solutions.PrashantGoswami42
Maintaining high-quality standards in the production of TMT bars is crucial for ensuring structural integrity in construction. Addressing common defects through careful monitoring, standardized processes, and advanced technology can significantly improve the quality of TMT bars. Continuous training and adherence to quality control measures will also play a pivotal role in minimizing these defects.
COLLEGE BUS MANAGEMENT SYSTEM PROJECT REPORT.pdfKamal Acharya
The College Bus Management system is completely developed by Visual Basic .NET Version. The application is connect with most secured database language MS SQL Server. The application is develop by using best combination of front-end and back-end languages. The application is totally design like flat user interface. This flat user interface is more attractive user interface in 2017. The application is gives more important to the system functionality. The application is to manage the student’s details, driver’s details, bus details, bus route details, bus fees details and more. The application has only one unit for admin. The admin can manage the entire application. The admin can login into the application by using username and password of the admin. The application is develop for big and small colleges. It is more user friendly for non-computer person. Even they can easily learn how to manage the application within hours. The application is more secure by the admin. The system will give an effective output for the VB.Net and SQL Server given as input to the system. The compiled java program given as input to the system, after scanning the program will generate different reports. The application generates the report for users. The admin can view and download the report of the data. The application deliver the excel format reports. Because, excel formatted reports is very easy to understand the income and expense of the college bus. This application is mainly develop for windows operating system users. In 2017, 73% of people enterprises are using windows operating system. So the application will easily install for all the windows operating system users. The application-developed size is very low. The application consumes very low space in disk. Therefore, the user can allocate very minimum local disk space for this application.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
Forklift Classes Overview by Intella PartsIntella Parts
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2. Buildings 2022, 12, 1293 2 of 21
will increase the resistance of the structure against twisting [12]. The shear walls behaviour
depends upon the material used, wall length, wall thickness, wall position, and building
frame. RC shear walls are used in the design of multi-story buildings located in seismically
vulnerable areas because of their rigidity, bearing capacity, and high ductility [13–15].
Obviously, an opening in a shear wall positioned along with in-plane loading is more
critical than an opening in a shear wall located along without-of-plane loading because
there is a considerable change in displacement noticed after having an opening in a shear
wall positioned along with in-plane loading [16].
Shear walls are considered an essential element in the construction of buildings be-
cause of their capacity to resist lateral loads such as earthquakes and wind loads. Therefore,
research studies have been carried out to understand the structural behaviour of shear
walls under different load cases and conditions. Zhang and Wang [17] investigated the
seismic performance of prefabricated reinforced masonry shear walls with vertical joint
connections, while Dang-Vu et al. [18] studied the seismic fragility assessment of columns
in a piloti-type building retrofitted with additional shear walls. Coccia et al. [19] reported
the behaviour of masonry walls retrofitted with vertical FRP rebars, and their study showed
that the conventional seismic retrofitting techniques on masonry walls influence the seis-
mic performance of the element, which is typically modified in an out-of-plane bending
behaviour. Further, the study of Jeon et al. [20] investigated the seismic fragility of ordinary
reinforced concrete shear walls with coupling beams, and their study showed that high-rise
ordinary reinforced concrete shear walls designed using seven pairs of ground motion
components and a shear force amplification factor ≥ 1.2 were adequate to satisfy the criteria
on collapse probability and the collapse margin ratio prescribed in FEMA P695.
Reinforced concrete structures with L-shaped walls provide numerous benefits for
architects that permit them to design architectures with larger open areas and a lot of
versatility [21–23]. However, a lot of experimental tests and numerical models should be
done for L-shaped shear walls to ensure compliance with the safety provisions obligatory
by the various code standards. What is more, given the necessities of deformability and
resistance, L-shaped concrete shear walls are used in multi-story buildings because they
possess a high capability of resisting lateral loads and may expend an excellent amount
of seismic energy if they are properly designed [24–27]. Openings in shear walls may
be required because of municipality or remodeling considerations, similar to elevators,
windows, doors, and the placement of staircases [28]. Providing openings in the shear
walls decreases the total structural capacity and integrity of the wall, in addition to stress
condensation around the openings [27].
The main aim of this study is as follows: to understand the behaviour of staggered
and regular openings and to analyze the effectiveness of staggered openings to seismic
load when different loads are used.
2. Model Description
A 14-story RC structure with shear wall elements and the 14 stories were selected in
the model to minimize the analysis time in the software, and the behaviour of shear walls
with the openings was the aim of this study and not the effect of the building’s length,
shape “L” of RC shear wall without opening, with a vertical and staggered opening in
Seismic Zone V, has been considered in this study. Tables 1–3 illustrate the model data,
applied loads on the structure, and seismic input data. The plan and geometry of the
models are shown in Figures 1–4. Compared to the area of the wall in that story, the shear
wall has a 5% opening.
3. Buildings 2022, 12, 1293 3 of 21
Table 1. Models data.
Number of Stories 14
Column Size (600 × 600) mm
Beam Size (300 × 600) mm
Slab Depth 150 mm
Shear Wall Thickness 300 mm
Size of opening (2 × 1.5) m
Story Height 3.5 m
Support Fixed
Concrete Grade M25
Steel Grade Fe 500
Table 2. Loads.
Unit Weight of Concrete 25 kN/m3
Dead load 3.75 kN/m2
Live load 3 kN/m2
Beam Load 11 kN/m
Table 3. Seismic data.
Seismic Zone V
Zone factor (Z) 0.36
Soil Type Medium
Damping Ratio 5%
Response Reduction factor (R) 5
Importance factor (I) 1
ildings 2022, 12, x FOR PEER REVIEW
Figure 1. The geometry of the structure and the 3D of the structure without shear wal
Figure 1. The geometry of the structure and the 3D of the structure without shear walls.
4. Buildings 2022, 12, 1293 4 of 21
Figure 1. The geometry of the structure and the 3D of the structure without shear walls.
Figure 2. The geometry of the structure and 3D structure shear wall without opening.
Figure 3. The geometry of the structure and 3D structure shear walls with vertical opening
Figure 2. The geometry of the structure and 3D structure shear wall without opening.
Figure 1. The geometry of the structure and the 3D of the structure without shear walls.
Figure 2. The geometry of the structure and 3D structure shear wall without opening.
Figure 3. The geometry of the structure and 3D structure shear walls with vertical openings.
Figure 3. The geometry of the structure and 3D structure shear walls with vertical openings.
Response spectrum function and time history function (El Centro 1940) have been
used in this study for seismic analysis. A response spectrum is a plot of the maximum
response amplitude (displacement, velocity or acceleration) versus time period of many
linear single degree of freedom oscillators to a give component of ground motion as shown
in Figure 5. The resulting plot can be used to choose the response of any linear SDOF
oscillator, given its natural time period of oscillation. One such use is in evaluating the peak
response of structures to ground motions. The first data listed from an earthquake record
are usually the peak ground acceleration (PGA), which expresses the tip of the maximum
spike of the acceleration ground motion.
5. Buildings 2022, 12, 1293 5 of 21
Buildings 2022, 12, x FOR PEER REVIEW 4
Figure 4. The geometry of the structure and 3D structure shear walls with staggered opening
Response spectrum function and time history function (El Centro 1940) have
used in this study for seismic analysis. A response spectrum is a plot of the maxi
response amplitude (displacement, velocity or acceleration) versus time period of
linear single degree of freedom oscillators to a give component of ground moti
shown in Figure 5. The resulting plot can be used to choose the response of any
SDOF oscillator, given its natural time period of oscillation. One such use is in evalu
the peak response of structures to ground motions. The first data listed from an e
quake record are usually the peak ground acceleration (PGA), which expresses the
the maximum spike of the acceleration ground motion.
Figure 5. Response spectrum function definition.
ETABS Software handles the initial conditions of a time function differently for
and nonlinear time-history load cases. Linear cases always start from zero, thus the
Figure 4. The geometry of the structure and 3D structure shear walls with staggered openings.
Figure 4. The geometry of the structure and 3D structure shear walls with staggered openings.
Response spectrum function and time history function (El Centro 1940) have been
used in this study for seismic analysis. A response spectrum is a plot of the maximum
response amplitude (displacement, velocity or acceleration) versus time period of man
linear single degree of freedom oscillators to a give component of ground motion a
shown in Figure 5. The resulting plot can be used to choose the response of any linea
SDOF oscillator, given its natural time period of oscillation. One such use is in evaluatin
the peak response of structures to ground motions. The first data listed from an earth
quake record are usually the peak ground acceleration (PGA), which expresses the tip o
the maximum spike of the acceleration ground motion.
Figure 5. Response spectrum function definition.
ETABS Software handles the initial conditions of a time function differently for linea
and nonlinear time-history load cases. Linear cases always start from zero, thus the corre
sponding time function must also start from zero and nonlinear cases may either star
from zero or may continue from a previous case. When starting from zero, the time func
tion is simply defined to start with a zero value. When analysis continues from a previou
case, it is supposed that the time function also continues relative to its starting value. A
long record may be broken into multiple sequential analyses which use a single function
Figure 5. Response spectrum function definition.
ETABS Software handles the initial conditions of a time function differently for linear
and nonlinear time-history load cases. Linear cases always start from zero, thus the
corresponding time function must also start from zero and nonlinear cases may either start
from zero or may continue from a previous case. When starting from zero, the time function
is simply defined to start with a zero value. When analysis continues from a previous
case, it is supposed that the time function also continues relative to its starting value. A
long record may be broken into multiple sequential analyses which use a single function
with arrival times. This prevents the need to create multiple modified functions. The time
history function used in this study is shown in Figure 6.
6. Buildings 2022, 12, 1293 6 of 21
Buildings 2022, 12, x FOR PEER REVIEW 5 of 2
with arrival times. This prevents the need to create multiple modified functions. The tim
history function used in this study is shown in Figure 6.
Figure 6. Time history function definition.
This study was conducted on a regular plan structure with shear walls containing
vertical and staggered openings. The buildings are modelled with a floor area of 690 m
(30 m × 23 m) with 7 bays along a 30 m span and 5 bays along a 23 m span.
Table 1. Models data.
Number of Stories 14
Column Size ˑ (600 × 600) mm
Beam Size ˑ (300 × 600) mm
Slab Depth ˑ 150 mm
Shear Wall Thickness ˑ 300 mm
Size of opening ˑ (2 × 1.5) m
Story Height 3.5 m
Support Fixed
Concrete Grade ˑ M25
Steel Grade ˑ Fe 500
Table 2. Loads.
Unit Weight of Concrete 25 kN/m3
Dead load 3.75 kN/m2
Live load 3 kN/m2
Beam Load 11 kN/m
Figure 6. Time history function definition.
This study was conducted on a regular plan structure with shear walls containing
vertical and staggered openings. The buildings are modelled with a floor area of 690 m2
(30 m × 23 m) with 7 bays along a 30 m span and 5 bays along a 23 m span.
3. Modeling and Analysis
Four models have been considered in this study. The first model contains a building
without shear walls (Figure 1); the second model characterizes a building with shear
walls without openings (Figure 2); the third model includes shear walls with vertical
openings (Figure 3). However, the fourth model includes shear walls with staggered
openings (Figure 4).
4. Results & Discussion
4.1. Story Displacement
Tables 4 and 5 and Figures 7 and 8 demonstrate the maximum displacement in the
case of equivalent static analysis (ESA) (EX&EY). On the top floor, the results show that the
building without shear walls produced about 53.089 mm when compared to the building
with shear walls produced 37.212 mm, i.e., a 30% reduction in the X-direction. It is observed
that the story displacement of the vertical opening at the roof is approximately 38.032 mm
and 38.173 mm for staggered openings, respectively.
Similarly, in the Y-direction, on the top floor, the results show that the building without
shear walls produced 56 mm, while the building with shear walls produced 38.125 mm, a
32% difference. The displacement story of the vertical opening at the roof was also discovered
to be 38.99 mm for staggered openings and 39.136 mm for unstaggered openings. The story
displacement in the case of response spectrum analysis (RSA) is shown in Tables 6 and 7 and
Figures 9 and 10. Results show that the building without shear walls produced about 42.006 mm
while the building with shear walls produced 28.938 mm, i.e., a 31% decline in the X-direction
and a 33% decline in the Y-direction. The displacement story of the vertical opening at the roof is
29.283 mm for staggered openings in the X-direction and 29.434 mm for vertical and staggered
openings in the Y-direction, respectively. Tables 8 and 9 and Figures 11 and 12 demonstrate
the story displacement in the case of time history analysis (THA). The results appear to show
7. Buildings 2022, 12, 1293 7 of 21
that the building without shear walls produced 45.727 mm, while the building with shear
walls produced about 34.72 mm, i.e., a 24% reduction. In the X-direction, the displacement
story of the vertical opening at the roof is 28.74 mm for staggered openings and 28.7 mm for
unstaggered openings, 32.809 mm and 32.34 mm for vertical and staggered openings in the
Y-direction respectively.
Table 4. Comparison of the story displacements, ESA and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 53.089 37.212 38.032 38.173
Story 13 51.742 34.488 35.436 35.552
Story 12 49.685 31.614 32.628 32.724
Story 11 46.954 28.609 29.658 29.739
Story 10 43.649 25.48 26.538 26.603
Story 9 39.87 22.259 23.3 23.348
Story 8 35.715 18.987 19.991 20.022
Story 7 31.27 15.723 16.668 16.679
Story 6 26.614 12.532 13.398 13.392
Story 5 21.817 9.489 10.258 10.232
Story 4 16.941 6.681 7.332 7.294
Story 3 12.046 4.205 4.717 4.672
Story 2 7.216 2.171 2.523 2.488
Story 1 2.725 0.707 0.876 0.865
Table 5. Comparison of the story displacements, ESA, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 56.000 38.125 38.99 39.163
Story 13 54.475 35.291 36.281 36.423
Story 12 52.221 32.311 33.364 33.482
Story 11 49.275 29.203 30.287 30.389
Story 10 45.738 25.977 27.065 27.146
Story 9 41.715 22.663 23.731 23.796
Story 8 37.307 19.307 20.332 20.373
Story 7 32.606 15.965 16.927 16.952
Story 6 27.695 12.705 13.585 13.583
Story 5 22.648 9.604 10.382 10.366
Story 4 17.532 6.749 7.405 7.37
Story 3 12.411 4.237 4.752 4.716
Story 2 7.381 2.181 2.534 2.498
Story 1 2.749 0.707 0.875 0.873
The results show that buildings without shear walls have higher story displacement
in comparison with other models. The shear wall with staggered openings experiences a
higher displacement than vertical openings and shear walls without openings. A shear wall
without openings reveals improved performance compared to shear walls with vertical
and staggered openings. The same findings have been found in the published literature by
Marius [29]. Overall, it can be concluded that the presences of shear walls in the buildings
significantly improve the seismic response of the buildings regardless of the openings in
that shear wall.
8. Buildings 2022, 12, 1293 8 of 21
Story 6 27.695 12.705 13.585 13.583
Story 5 22.648 9.604 10.382 10.366
Story 4 17.532 6.749 7.405 7.37
Story 3 12.411 4.237 4.752 4.716
Story 2 7.381 2.181 2.534 2.498
Story 1 2.749 0.707 0.875 0.873
Figure 7. Story displacements, ESA in X-direction.
Figure 8. Story displacements, ESA in the Y-direction.
Similarly, in the Y-direction, on the top floor, the results show that the building with-
out shear walls produced 56 mm, while the building with shear walls produced 38.125
mm, a 32% difference. The displacement story of the vertical opening at the roof was also
discovered to be 38.99 mm for staggered openings and 39.136 mm for unstaggered open-
ings. The story displacement in the case of response spectrum analysis (RSA) is shown in
Tables 6 and 7 and Figures 9 and 10. Results show that the building without shear walls
produced about 42.006 mm while the building with shear walls produced 28.938 mm, i.e.,
a 31% decline in the X-direction and a 33% decline in the Y-direction. The displacement
story of the vertical opening at the roof is 29.283 mm for staggered openings in the X-
direction and 29.434 mm for vertical and staggered openings in the Y-direction, respec-
tively. Tables 8 and 9 and Figures 11 and 12 demonstrate the story displacement in the
Figure 7. Story displacements, ESA in X-direction.
Story 7 32.606 15.965 16.927 16.952
Story 6 27.695 12.705 13.585 13.583
Story 5 22.648 9.604 10.382 10.366
Story 4 17.532 6.749 7.405 7.37
Story 3 12.411 4.237 4.752 4.716
Story 2 7.381 2.181 2.534 2.498
Story 1 2.749 0.707 0.875 0.873
Figure 7. Story displacements, ESA in X-direction.
Figure 8. Story displacements, ESA in the Y-direction.
Similarly, in the Y-direction, on the top floor, the results show that the building with-
out shear walls produced 56 mm, while the building with shear walls produced 38.125
mm, a 32% difference. The displacement story of the vertical opening at the roof was also
discovered to be 38.99 mm for staggered openings and 39.136 mm for unstaggered open-
ings. The story displacement in the case of response spectrum analysis (RSA) is shown in
Tables 6 and 7 and Figures 9 and 10. Results show that the building without shear walls
produced about 42.006 mm while the building with shear walls produced 28.938 mm, i.e.,
a 31% decline in the X-direction and a 33% decline in the Y-direction. The displacement
story of the vertical opening at the roof is 29.283 mm for staggered openings in the X-
direction and 29.434 mm for vertical and staggered openings in the Y-direction, respec-
tively. Tables 8 and 9 and Figures 11 and 12 demonstrate the story displacement in the
Figure 8. Story displacements, ESA in the Y-direction.
Table 6. Comparison of the story displacements, response spectrum, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 42.006 28.938 29.283 29.434
Story 13 41.105 26.869 27.339 27.468
Story 12 39.745 24.699 25.251 25.361
Story 11 37.935 22.439 23.057 23.15
Story 10 35.724 20.092 20.759 20.836
Story 9 33.152 17.673 18.373 18.433
Story 8 30.252 15.206 15.924 15.964
Story 7 27.047 12.722 13.441 13.459
Story 6 23.555 10.262 10.961 10.959
Story 5 19.788 7.878 8.533 8.509
Story 4 15.758 5.634 6.216 6.178
Story 3 11.482 3.61 4.087 4.041
Story 2 7.025 1.905 2.244 2.207
Story 1 2.694 0.641 0.807 0.793
9. Buildings 2022, 12, 1293 9 of 21
Table 7. Comparison of the story displacements, response spectrum, and Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 43.769 29.29 29.845 30.009
Story 13 42.743 27.159 27.822 27.96
Story 12 41.252 24.931 25.659 25.776
Story 11 39.305 22.619 23.393 23.493
Story 10 36.951 20.224 21.028 21.11
Story 9 34.23 17.764 18.583 18.648
Story 8 31.179 15.262 16.08 16.122
Story 7 27.822 12.75 13.551 13.574
Story 6 24.178 10.27 11.032 11.03
Story 5 20.264 7.872 8.572 8.554
Story 4 16.093 5.62 6.232 6.194
Story 3 11.681 3.593 4.088 4.049
Story 2 7.101 1.891 2.238 2.2
Story 1 2.688 0.634 0.801 0.796
Buildings 2022, 12, x FOR PEER REVIEW 9 of 21
Figure 9. Story displacement of the models, response spectrum analysis in the X-direction.
Figure 10. Story displacement of the models, response spectrum analysis, Y-direction.
Table 8. Comparison of the story displacements, time history, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 45.727 34.74 28.749 28.662
Story 13 44.907 32.402 26.854 26.753
Story 12 43.659 29.935 24.805 24.699
Story 11 41.941 27.329 22.651 22.546
Figure 9. Story displacement of the models, response spectrum analysis in the X-direction.
Buildings 2022, 12, x FOR PEER REVIEW 9 of 21
Figure 9. Story displacement of the models, response spectrum analysis in the X-direction.
Figure 10. Story displacement of the models, response spectrum analysis, Y-direction.
Table 8. Comparison of the story displacements, time history, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 45.727 34.74 28.749 28.662
Story 13 44.907 32.402 26.854 26.753
Story 12 43.659 29.935 24.805 24.699
Story 11 41.941 27.329 22.651 22.546
Figure 10. Story displacement of the models, response spectrum analysis, Y-direction.
10. Buildings 2022, 12, 1293 10 of 21
Table 8. Comparison of the story displacements, time history, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 45.727 34.74 28.749 28.662
Story 13 44.907 32.402 26.854 26.753
Story 12 43.659 29.935 24.805 24.699
Story 11 41.941 27.329 22.651 22.546
Story 10 39.98 24.57 20.405 20.303
Story 9 37.979 21.667 18.09 18
Story 8 35.546 18.652 15.727 15.644
Story 7 32.594 15.577 13.337 13.266
Story 6 29.044 12.511 10.942 10.87
Story 5 24.855 9.54 8.575 8.51
Story 4 20.043 6.759 6.289 6.214
Story 3 14.698 4.28 4.159 4.096
Story 2 9.009 2.224 2.292 2.23
Story 1 3.454 0.736 0.824 0.807
Table 9. Comparison of the story displacements, time history, and Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 46.471 32.91 32.809 32.34
Story 13 45.45 30.694 30.608 30.14
Story 12 43.937 28.363 28.24 27.777
Story 11 41.891 25.903 25.755 25.312
Story 10 39.327 23.298 23.168 22.751
Story 9 36.562 20.554 20.506 20.127
Story 8 33.959 17.697 17.795 17.457
Story 7 30.943 14.778 15.058 14.767
Story 6 27.447 11.865 12.325 12.078
Story 5 23.419 9.039 9.634 9.431
Story 4 18.849 6.397 7.043 6.882
Story 3 13.791 4.043 4.641 4.523
Story 2 8.412 2.095 2.545 2.477
Story 1 3.186 0.686 0.909 0.896
Buildings 2022, 12, x FOR PEER REVIEW 10 of 21
Table 9. Comparison of the story displacements, time history, and Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 46.471 32.91 32.809 32.34
Story 13 45.45 30.694 30.608 30.14
Story 12 43.937 28.363 28.24 27.777
Story 11 41.891 25.903 25.755 25.312
Story 10 39.327 23.298 23.168 22.751
Story 9 36.562 20.554 20.506 20.127
Story 8 33.959 17.697 17.795 17.457
Story 7 30.943 14.778 15.058 14.767
Story 6 27.447 11.865 12.325 12.078
Story 5 23.419 9.039 9.634 9.431
Story 4 18.849 6.397 7.043 6.882
Story 3 13.791 4.043 4.641 4.523
Story 2 8.412 2.095 2.545 2.477
Story 1 3.186 0.686 0.909 0.896
Figure 11. Story displacement of the models, time history analysis, X-direction.
Figure 11. Story displacement of the models, time history analysis, X-direction.
11. Buildings 2022, 12, 1293 11 of 21
Figure 11. Story displacement of the models, time history analysis, X-direction.
Figure 12. Displacement of the models, time history analysis, Y-direction.
Figure 12. Displacement of the models, time history analysis, Y-direction.
4.2. Story Drift
Tables 10 and 11 and Figures 13 and 14 demonstrate the story drifts carried out by
using ESA (EX&EY). The results show that the maximum drift that could be found on
the fourth floor due to the buildings lack of shear walls is 4.895 mm in X-direction and
5.121 mm in Y-direction. It is also observed that the maximum drift story of the building
with shear walls seen on the eighth floor is 3.274 mm, 3.323 mm, and 3.344 mm for the
building’s vertical and staggered openings in the X-direction, and 3.358 mm for shear walls
without openings and 3.405 mm and 3.425 mm as results of shear walls with a vertical and
staggered opening in the Y-direction.
Tables 12 and 13 and Figures 15 and 16 demonstrate the story drifts in the case
of response spectrum analysis (RSA) in the (X&Y) direction. The results show that the
maximum drift seen on the third floor due to the building without shear walls is 4.476 mm
in X-direction and 4.6 mm in Y-direction. It is consequently observed that the maximum
drift story of the building with shear walls seen on the eighth floor is 2.544 mm, 2.566 mm,
and 2.585 mm for the building’s vertical and staggered opening, respectively, in X-direction.
However, shear walls without openings have a 2.573 mm thickness, while shear walls
with vertical and staggered openings in the Y-direction have 2.614 mm and 2.63 mm
thicknesses, respectively.
Tables 14 and 15 and Figures 17 and 18 determine the story drifts in the case of time
history analysis (THA) in the (X&Y) direction. The results show that the maximum drift
found on the third floor is due to the building’s lack of shear walls, 5.689 mm in X-direction
and 5.379 mm in Y-direction. Likewise, it was observed that the maximum drift story of the
building with shear walls seen on the eighth floor was 3.075 mm, 2.397 mm, and 2.381 mm
for the building’s vertical and staggered opening in X-direction, respectively; 2.919 mm for
shear walls with no openings, and 2.783 mm and 2.741 mm for shear walls with vertical
and staggered Y-direction openings.
The results show that the story drift increases from the second story and onwards. It
gradually grew and has a tendency to fall back to the top story. The model with a vertical
opening and staggered opening shear wall indicates more drift value compared to the shear
wall without an opening. The building without shear walls shows a high drift value. The
same findings have been found in the published literature by Marius [29].
12. Buildings 2022, 12, 1293 12 of 21
Table 10. Comparison of the measured story drift, static analysis, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.347 2.725 2.61 2.621
Story 13 2.057 2.874 2.808 2.828
Story 12 2.731 3.005 2.97 2.985
Story 11 3.305 3.129 3.12 3.136
Story 10 3.778 3.222 3.238 3.255
Story 9 4.155 3.271 3.309 3.326
Story 8 4.445 3.274 3.323 3.344
Story 7 4.656 3.192 3.27 3.288
Story 6 4.797 3.043 3.141 3.161
Story 5 4.876 2.808 2.927 2.938
Story 4 4.895 2.476 2.616 2.624
Story 3 4.83 2.034 2.195 2.185
Story 2 4.49 1.463 1.647 1.624
Story 1 2.725 0.707 0.876 0.865
Table 11. Comparison of the story drift, static analysis, Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.526 2.834 2.722 2.74
Story 13 2.253 2.98 2.917 2.941
Story 12 2.946 3.108 3.076 3.094
Story 11 3.538 3.226 3.222 3.242
Story 10 4.023 3.314 3.334 3.352
Story 9 4.408 3.356 3.399 3.423
Story 8 4.701 3.358 3.405 3.425
Story 7 4.911 3.26 3.343 3.368
Story 6 5.047 3.101 3.204 3.22
Story 5 5.116 2.855 2.977 2.997
Story 4 5.121 2.512 2.654 2.658
Story 3 5.103 2.057 2.22 2.218
Story 2 4.632 1.474 1.659 1.631
Story 1 2.749 0.707 0.875 0.873
Buildings 2022, 12, x FOR PEER REVIEW 12 of 21
Figure 13. Story drift of the models: static analysis and X-direction analysis.
Figure 13. Story drift of the models: static analysis and X-direction analysis.
13. Buildings 2022, 12, 1293 13 of 21
Figure 13. Story drift of the models: static analysis and X-direction analysis.
Figure 14. Story drift of the models: static analysis and Y-direction (mm).
Tables 12 and 13 and Figures 15 and 16 demonstrate the story drifts in the case of
response spectrum analysis (RSA) in the (X&Y) direction. The results show that the max-
imum drift seen on the third floor due to the building without shear walls is 4.476 mm in
X-direction and 4.6 mm in Y-direction. It is consequently observed that the maximum drift
story of the building with shear walls seen on the eighth floor is 2.544 mm, 2.566 mm, and
2.585 mm for the building’s vertical and staggered opening, respectively, in X-direction.
However, shear walls without openings have a 2.573 mm thickness, while shear walls
with vertical and staggered openings in the Y-direction have 2.614 mm and 2.63 mm thick-
nesses, respectively.
Figure 14. Story drift of the models: static analysis and Y-direction (mm).
Table 12. Comparison of the story drift, response spectrum, and X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.144 2.138 2.038 2.052
Story 13 1.777 2.256 2.197 2.215
Story 12 2.318 2.355 2.318 2.334
Story 11 2.732 2.443 2.424 2.439
Story 10 3.063 2.508 2.503 2.519
Story 9 3.338 2.543 2.552 2.568
Story 8 3.572 2.544 2.566 2.585
Story 7 3.782 2.504 2.542 2.559
Story 6 3.981 2.414 2.472 2.491
Story 5 4.167 2.263 2.345 2.357
Story 4 4.342 2.035 2.145 2.153
Story 3 4.476 1.71 1.852 1.841
Story 2 4.333 1.266 1.44 1.417
Story 1 2.694 0.641 0.807 0.793
Table 13. Comparison of the story drift, response spectrum analysis, and Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.278 2.201 2.118 2.136
Story 13 1.923 2.316 2.273 2.295
Story 12 2.471 2.41 2.392 2.407
Story 11 2.889 2.493 2.493 2.511
Story 10 3.221 2.551 2.566 2.58
Story 9 3.499 2.58 2.608 2.628
Story 8 3.734 2.573 2.614 2.63
Story 7 3.945 2.526 2.582 2.605
Story 6 4.14 2.429 2.504 2.519
Story 5 4.319 2.271 2.369 2.387
Story 4 4.483 2.037 2.161 2.163
Story 3 4.6 1.707 1.859 1.857
Story 2 4.416 1.26 1.44 1.411
Story 1 2.688 0.634 0.801 0.796
14. Buildings 2022, 12, 1293 14 of 21
Story 6 4.14 2.429 2.504 2.519
Story 5 4.319 2.271 2.369 2.387
Story 4 4.483 2.037 2.161 2.163
Story 3 4.6 1.707 1.859 1.857
Story 2 4.416 1.26 1.44 1.411
Story 1 2.688 0.634 0.801 0.796
Figure 15. Story drift of the models, response spectrum analysis and X-direction.
Figure 15. Story drift of the models, response spectrum analysis and X-direction.
Buildings 2022, 12, x FOR PEER REVIEW 14 of 21
Figure 16. Story drift, response spectrum analysis, and Y-direction.
Tables 14 and 15 and Figures 17 and 18 determine the story drifts in the case of time
history analysis (THA) in the (X&Y) direction. The results show that the maximum drift
found on the third floor is due to the building’s lack of shear walls, 5.689 mm in X-direc-
tion and 5.379 mm in Y-direction. Likewise, it was observed that the maximum drift story
of the building with shear walls seen on the eighth floor was 3.075 mm, 2.397 mm, and
2.381 mm for the building’s vertical and staggered opening in X-direction, respectively;
2.919 mm for shear walls with no openings, and 2.783 mm and 2.741 mm for shear walls
with vertical and staggered Y-direction openings.
Table 14. Comparison of the story drift, time history analysis, X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.04 2.338 1.907 1.909
Story 13 1.624 2.467 2.048 2.054
Story 12 2.206 2.606 2.155 2.154
Story 11 2.714 2.759 2.246 2.243
Story 10 3.123 2.903 2.315 2.305
Story 9 3.533 3.015 2.363 2.356
Story 8 3.862 3.075 2.397 2.381
Story 7 4.078 3.066 2.396 2.376
Story 6 4.233 2.972 2.367 2.364
Story 5 4.812 2.78 2.287 2.296
Figure 16. Story drift, response spectrum analysis, and Y-direction.
Table 14. Comparison of the story drift, time history analysis, X-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.04 2.338 1.907 1.909
Story 13 1.624 2.467 2.048 2.054
Story 12 2.206 2.606 2.155 2.154
Story 11 2.714 2.759 2.246 2.243
Story 10 3.123 2.903 2.315 2.305
Story 9 3.533 3.015 2.363 2.356
Story 8 3.862 3.075 2.397 2.381
Story 7 4.078 3.066 2.396 2.376
Story 6 4.233 2.972 2.367 2.364
Story 5 4.812 2.78 2.287 2.296
Story 4 5.345 2.479 2.131 2.124
Story 3 5.689 2.056 1.869 1.866
Story 2 5.555 1.493 1.47 1.43
Story 1 3.454 0.736 0.831 0.807
15. Buildings 2022, 12, 1293 15 of 21
Table 15. Comparison of the story drift, time history analysis, Y-direction (mm).
Story without Shear Walls Shear Walls without Openings Vertical Openings Staggered Openings
Story 14 1.197 2.311 2.213 2.201
Story 13 1.817 2.432 2.368 2.363
Story 12 2.446 2.541 2.485 2.466
Story 11 2.994 2.64 2.587 2.561
Story 10 3.491 2.745 2.662 2.626
Story 9 3.913 2.856 2.727 2.679
Story 8 4.204 2.919 2.783 2.741
Story 7 4.343 2.914 2.757 2.722
Story 6 4.328 2.826 2.692 2.653
Story 5 4.57 2.642 2.591 2.549
Story 4 5.058 2.354 2.404 2.368
Story 3 5.379 1.947 2.098 2.046
Story 2 5.226 1.41 1.639 1.592
Story 1 3.186 0.686 0.909 0.896
Buildings 2022, 12, x FOR PEER REVIEW 15 of 21
Story 9 3.913 2.856 2.727 2.679
Story 8 4.204 2.919 2.783 2.741
Story 7 4.343 2.914 2.757 2.722
Story 6 4.328 2.826 2.692 2.653
Story 5 4.57 2.642 2.591 2.549
Story 4 5.058 2.354 2.404 2.368
Story 3 5.379 1.947 2.098 2.046
Story 2 5.226 1.41 1.639 1.592
Story 1 3.186 0.686 0.909 0.896
Figure 17. Story drift of the models, time history analysis, X-direction.
Figure 18. Story drift of the models, time history analysis, Y-direction.
The results show that the story drift increases from the second story and onwards. It
gradually grew and has a tendency to fall back to the top story. The model with a vertical
opening and staggered opening shear wall indicates more drift value compared to the
shear wall without an opening. The building without shear walls shows a high drift value.
Figure 17. Story drift of the models, time history analysis, X-direction.
Buildings 2022, 12, x FOR PEER REVIEW 15 of 21
Story 9 3.913 2.856 2.727 2.679
Story 8 4.204 2.919 2.783 2.741
Story 7 4.343 2.914 2.757 2.722
Story 6 4.328 2.826 2.692 2.653
Story 5 4.57 2.642 2.591 2.549
Story 4 5.058 2.354 2.404 2.368
Story 3 5.379 1.947 2.098 2.046
Story 2 5.226 1.41 1.639 1.592
Story 1 3.186 0.686 0.909 0.896
Figure 17. Story drift of the models, time history analysis, X-direction.
Figure 18. Story drift of the models, time history analysis, Y-direction.
The results show that the story drift increases from the second story and onwards. It
gradually grew and has a tendency to fall back to the top story. The model with a vertical
opening and staggered opening shear wall indicates more drift value compared to the
shear wall without an opening. The building without shear walls shows a high drift value.
Figure 18. Story drift of the models, time history analysis, Y-direction.
16. Buildings 2022, 12, 1293 16 of 21
4.3. Story Forces
In the case of the response spectrum, the values of story forces on the first floor are
3558.8 kN for modal without shear walls, 6295.9 kN for building with shear walls, and
5906.5 kN, 5871.6 kN for vertical opening, and staggered opening, respectively (as shown in
Figures 19 and 20). As can be seen, the reduction percentage of story force value on the
first floor is about 16.3% in buildings without shear walls when compared to buildings
with shear walls. Figures 21 and 22 demonstrate the story forces in the case of time history
analysis; the story forces on the first floor due to building without shear walls are 4491.0 kN
when compared to building with shear walls, 7087.7 kN, and 5381.2 kN, 5333.9 kN for shear
walls staggered and vertical openings in the case of time history, respectively. Additionally,
it is noticed that the difference in story forces in the time history analysis (THA) as compared
to the response spectrum analysis (RSA) results are insignificant for the same cases. Overall,
it can be said that the displacement and story drift of the building significantly affected
by the height of the structural element, story or building. Therefore, the shear walls
openings have a slight effect on these mechanical properties as compared to the story
forces. However, the distribution of the lateral forces (story forces) on the building are
significantly influenced by the weight of the building. Consequently, the openings on the
shear wall reduced the weight and stiffness of the building and then increased the lateral
forces. Moreover, compared to other methods of analysis, time history analysis shows that
the story forces are higher for all models. That might be attributed to the higher lateral
forces applied on the building which generated by earthquake (El Centro).
Buildings 2022, 12, x FOR PEER REVIEW 16 of 21
4.3. Story Forces
In the case of the response spectrum, the values of story forces on the first floor are
3558.8 kN for modal without shear walls, 6295.9 kN for building with shear walls, and
5906.5 kN, 5871.6 kN for vertical opening, and staggered opening, respectively (as shown
in Figures 19 and 20). As can be seen, the reduction percentage of story force value on the
first floor is about 16.3% in buildings without shear walls when compared to buildings
with shear walls. Figures 21 and 22 demonstrate the story forces in the case of time history
analysis; the story forces on the first floor due to building without shear walls are 4491.0
kN when compared to building with shear walls, 7087.7 kN, and 5381.2 kN, 5333.9 kN for
shear walls staggered and vertical openings in the case of time history, respectively. Ad-
ditionally, it is noticed that the difference in story forces in the time history analysis (THA)
as compared to the response spectrum analysis (RSA) results are insignificant for the same
cases. Overall, it can be said that the displacement and story drift of the building signifi-
cantly affected by the height of the structural element, story or building. Therefore, the
shear walls openings have a slight effect on these mechanical properties as compared to
the story forces. However, the distribution of the lateral forces (story forces) on the build-
ing are significantly influenced by the weight of the building. Consequently, the openings
on the shear wall reduced the weight and stiffness of the building and then increased the
lateral forces. Moreover, compared to other methods of analysis, time history analysis
shows that the story forces are higher for all models. That might be attributed to the higher
lateral forces applied on the building which generated by earthquake (El Centro).
The findings of this study agree with the results of the study by Mosoarca [12].
Figure 19. Story forces of the models, response spectrum analysis, X-direction.
Figure 19. Story forces of the models, response spectrum analysis, X-direction.
17. Buildings 2022, 12, 1293 17 of 21
Buildings 2022, 12, x FOR PEER REVIEW 17 of 21
Figure 20. Story forces of the models, response spectrum analysis, Y-direction.
Figure 21. Story forces of the models, time history analysis, X-direction.
Figure 20. Story forces of the models, response spectrum analysis, Y-direction.
Buildings 2022, 12, x FOR PEER REVIEW 17 of 21
Figure 20. Story forces of the models, response spectrum analysis, Y-direction.
Figure 21. Story forces of the models, time history analysis, X-direction.
Figure 21. Story forces of the models, time history analysis, X-direction.
18. Buildings 2022, 12, 1293 18 of 21
Buildings 2022, 12, x FOR PEER REVIEW 18 of 21
Figure 22. Story forces of the models, time history analysis, Y-direction.
4.4. Time Period
As shown in Figure 23 the time period of the structure increases with an increase in
mass. The time period decreases when the shear wall is provided and is a minimum for
shear walls on the outer edges of the structure. A building with shear walls indicates that
the time period reduces compared to a building without shear walls. Besides, a building
with shear walls with a vertical opening, as in Figure 23, shows that the time period de-
clines compared to a staggered opening.
Finally, more or less similar behaviour of using finite element modelling in solving
structures and materials problems has been conducted by several researchers, which pro-
vided by literature reports [30–37].
Figure 23. The time period of the models.
Figure 22. Story forces of the models, time history analysis, Y-direction.
The findings of this study agree with the results of the study by Mosoarca [12].
4.4. Time Period
As shown in Figure 23 the time period of the structure increases with an increase in
mass. The time period decreases when the shear wall is provided and is a minimum for
shear walls on the outer edges of the structure. A building with shear walls indicates that
the time period reduces compared to a building without shear walls. Besides, a building
with shear walls with a vertical opening, as in Figure 23, shows that the time period declines
compared to a staggered opening.
Buildings 2022, 12, x FOR PEER REVIEW 18 of 21
Figure 22. Story forces of the models, time history analysis, Y-direction.
4.4. Time Period
As shown in Figure 23 the time period of the structure increases with an increase in
mass. The time period decreases when the shear wall is provided and is a minimum for
shear walls on the outer edges of the structure. A building with shear walls indicates that
the time period reduces compared to a building without shear walls. Besides, a building
with shear walls with a vertical opening, as in Figure 23, shows that the time period de-
clines compared to a staggered opening.
Finally, more or less similar behaviour of using finite element modelling in solving
structures and materials problems has been conducted by several researchers, which pro-
vided by literature reports [30–37].
Figure 23. The time period of the models.
Figure 23. The time period of the models.
19. Buildings 2022, 12, 1293 19 of 21
Finally, more or less similar behaviour of using finite element modelling in solving
structures and materials problems has been conducted by several researchers, which
provided by literature reports [30–37].
5. Conclusions
From the analytical study on the effect of openings on the seismic behaviour of shear
walls, the following conclusions could be drawn:
1. Based on the ESA method of the models, it can be seen that the model with a shear
wall showed improved performance in terms of displacement reduction. Additionally,
a building with a shear wall without an opening shows better performance based on
displacement reduction.
2. According to the response spectrum analysis, it is observed that the percentage
reduction of story force value on the first floor is about 43% in buildings without
shear walls when compared to buildings with shear walls and about 28% in buildings
with shear walls when compared to shear walls with opening, equally for time
history analysis.
3. From time-history analysis, it is concluded that the building with a shear wall showed
good quality performance in terms of displacement reduction. Similarly, a build-
ing with a shear wall without an opening shows superior performance based on
displacement reduction.
4. The results show that using shear walls cuts down on story drift and movement in
the X and Y directions by a lot.
5. The maximum story drift in most of the cases produced is found on the seventh floor.
6. In all three analyses (equivalent static analysis, response spectrum, and time his-
tory analysis), the results concluded that shear walls without openings show less
displacement as compared to the other models.
7. Similarly, it has been found that shear walls without openings show less drift as
compared to other models. Thus, in turn, it emphasizes the vital impact of using
these models.
8. Compared to other methods of analysis, time history analysis shows that the seismic
story forces are higher for all models.
Author Contributions: Conceptualization, A.S., A.H., H.M.N., S.Q., M.M.S.S., and N.S.M.; method-
ology, A.S, A.H., H.M.N., M.M.S.S., and N.S.M.; software, A.S. and A.H.; validation, H.M.N., S.Q.,
M.M.S.S., N.S.M.; formal analysis, A.S. and A.H.; investigation, A.S., A.H., H.M.N., S.Q. M.M.S.S.,
and N.S.M.; resources, A.S., A.H., H.M.N., M.M.S.S., and N.S.M.; data curation, A.S., A.H., H.M.N.,
M.M.S.S., S.Q., and N.S.M.; writing—original draft preparation, A.S.; writing—review and editing,
A.S., A.H., H.M.N., M.M.S.S., and N.S.M.; visualization, A.S. and A.H.; supervision, A.S., A.H., and
H.M.N.; project administration, M.M.S.S.; funding acquisition, M.M.S.S. All authors have read and
agreed to the published version of the manuscript.
Funding: The research is partially funded by the Ministry of Science and Higher Education of the
Russian Federation under the strategic academic leadership program ‘Priority 2030’ (Agreement
075-15-2021-1333 dated 30 September 2021).
Institutional Review Board Statement: Not applicable.
Informed Consent Statement: Not applicable.
Data Availability Statement: The data used to support the findings of this study are included in
the article.
Acknowledgments: The authors extend their thanks to the Ministry of Science and Higher Education
of the Russian Federation for funding this work.
Conflicts of Interest: The authors declare no conflict of interest.
20. Buildings 2022, 12, 1293 20 of 21
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