This document summarizes a case study of a 23-storey precast concrete building in Mumbai, India. It discusses the building design, including the wall panel system and connections between panels. Two computational models are compared: an integrated model assuming perfect shear transfer at joints, and a discrete gap model with no shear transfer. The discrete gap model produced more conservative results with higher forces. Overall, the study found that emulative monolithic wall systems with tie reinforcements and shear keys can provide adequate stability for precast buildings in moderate seismic zones. Modeling shear transfer at joints more accurately could allow for less conservative designs.
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls
Pre-Cast Technology: An Initial Step to Sustainable Developmentijsrd.com
Erection of precast construction unit is a complex mechanized process for continuous assembly of buildings and installation of prefabricated elements and components. Precast construction provides advantages over conventional practice by costing the pre definite size of the members (penal, walls, beams, columns) in the factory. In this technique the structural members specially made of concrete that has been cast into form prior being transported to its construction location for the final installation work. Precast construction technique is the first step to satisfy the demand of sustainable housing for the population in developing country. It is also one of faster construction process which also provides high quality. This Paper cover different types of precast construction system, its main features, equipment required for the construction work and its installation process for different type of components.
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls
Pre-Cast Technology: An Initial Step to Sustainable Developmentijsrd.com
Erection of precast construction unit is a complex mechanized process for continuous assembly of buildings and installation of prefabricated elements and components. Precast construction provides advantages over conventional practice by costing the pre definite size of the members (penal, walls, beams, columns) in the factory. In this technique the structural members specially made of concrete that has been cast into form prior being transported to its construction location for the final installation work. Precast construction technique is the first step to satisfy the demand of sustainable housing for the population in developing country. It is also one of faster construction process which also provides high quality. This Paper cover different types of precast construction system, its main features, equipment required for the construction work and its installation process for different type of components.
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Linear Dynamic Analysis of Different Structural Systems for Medium Rise Buil...Jamal Ali
A comparative study is carried out to examine the behavior of different structural systems under seismic loads in structurally irregular medium rise building. The structural systems analyzed in the case study include Intermediate Moment Resisting Frame (IMRF), Dual RCC Wall-Frame and RCC Braced Frame
Structures including Cross Braced, Single Diagonally Braced, V Braced and Inverted V Braced Frame Structure.
Diagrid structural systems
are emerging as structurally efficient as well as architecturally significant assemblies for tall buildings.
. The evolution of tall building structural systems based on new structural
concepts with newly adopted high strength materials and construction methods have been towards “stiffness” and “lightness”. Structural systems are become
“lighter” and “stiffer”.
It is common knowledge that rather than directly standing the forces,
it is better to reduce them and dissipate the magnitude of vibrations.
Structure design of high rise buildings is governed by lateral loads due to
wind or earthquake.
Lateral load resistance of structure is provided by interior structural system
or exterior structural system.
The selected structural system should be such that it should be effectively
utilized for structural requirements.
Recently diagrid structural system is adopted in tall buildings due to its
structural efficiency and flexibility in architectural planning.
Evaluation of the Seismic Response Parameters for Infilled Reinforced Concret...IOSRJMCE
RC frames with unreinforced masonry infill walls are a common form of construction all around the world. Often, engineers do not consider masonry infill walls in the design process because the final distribution of these elements may be unknown to them, or because masonry walls are regarded as non-structural elements. Separation between masonry walls and frames is often not provided and, as a consequence, walls and frames interact during strong ground motion. This leads to structural response deviating radically from what is expected in the design. The presence of masonry infills can result in higher stiffness and strength and it is cheap and built with low cost labor. Under lateral load, Masonry walls act as diagonal struts subjected to compression, while reinforced concrete confining members (Frames) act in tension and/or compression, depending on the direction of lateral earthquake forces. The main objective of this research is to develop a realistic matrix for the response modification factors for medium-rise skeletal buildings with masonry infills. In this study, the contribution of the masonry infill walls to the lateral behavior of reinforced concrete buildings was investigated. For this purpose, a five, seven and ten stories buildings are modelled as bare and infilled frames. The parameters investigated were infill ratio, panel aspect ratio, unidirectional eccentricity, bidirectional eccentricities. A Parametric study was developed on the behavior of medium rise infilled frame buildings under lateral loads to investigate the effect of these parameters as well as infill properties on this behavior
STUDY ON SEISMIC EFFECT OF HIGH RISE BUILDING SHEAR WALL/WALL WITHOUT SHEAR WALLIAEME Publication
Objective: In this paper the analytical study on the lateral behaviour of the structure is mainly concentrated and how it is varying in the different zones of zone II and zone III with different storey heights of a 6storey, 11storey, and 16storey structure. The study also involves the orientation of shear wall. Method in this study the behaviour of lateral displacements induced on or after earthquakes. Concrete shear walls are used to resist the lateral displacement owing to earthquake vibrations. Shear walls can be placed around the building as periphery walls, around the lift and beside the staircase. Filing the buildings are modelled with floor area of 32mx28m. with 8 bays along 32m span and 7 bays along 28m and apiece bay width of 4m .the lateral displacement of the structure is compared in OMRF &SMRF and the lateral displacement values of current floor level to another floor level should reach storey drift, the analysis is done in staadprov8i.findingthe lateral displacements of the structure is compared in OMRF & SMRF and it is found that lateral displacement is less in SMRF compare with OMRF.
LATERAL LOAD ANALYSIS OF SOFT STORY BUILDING AND IMPORTANCE OF MODELING MASON...ijsrd.com
Generally Masonry infills are considered as non-structural elements and their stiffness contributions are generally ignored in practice. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. A similar soft storey effect can occur if first and second story used as service story. Hence a combination of two structural system components i.e. Rigid frames and RC shear walls leads to a highly efficient system in which shear wall resist the majority of the lateral loads and the frame supports majority of the gravity loads. To study the effect of masonry infill with different soft storey level, 7 models of Reinforced Concrete framed building were analyzed with two types of shear wall when subjected to earthquake loading. The results of bare frame and other building models have been compared, it is observed that model with swastika and L shape shear wall are showing efficient performance and hence reducing the effect of soft storey in model 3, model 4 and model 5.
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.
2BHK Apartments in Bangalore, bangalore5, 2bhk apartments for sale in Bangalore, 2bhk apartment in Bangalore, Bangalore property
More,
<a>Bangalore5</a>
Performance of High-Rise Steel Building With and Without BracingsIJERA Editor
A comparative study on performance of high-rise steel building with and without bracings, carried
out on a residential building by considering the gravity loads and lateral loads in the form of Earth quake loads
and Wind loads incorporating the Bracings to reduce lateral loads on structural elements. In this study, a 20
storey steel frame structure has been selected to be idealized as multi storey steel building model. The model is
analyzed by using STAAD.Pro 2008 structural analysis software with the consideration of wind and earthquake
loads. At the same time the influence of X-bracing pattern has been investigated.The building proposed in
designed by Limit State Method according to steel code IS: 800-2007, the Wind load analysis according to IS:
875-(part-3)1987 and seismic/Earth quake loads according to IS: 1893 (Part-1)-2002. In this study the node
displacements of buildings having with and without bracings of wind and earthquake effect of Zone II and
Zone V, and the axial force of the members of the buildings having with and without bracings of wind and
earthquake effect of Zone II and Zone V.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016: chapter 4.
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller: chapter 13.
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls.
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
Linear Dynamic Analysis of Different Structural Systems for Medium Rise Buil...Jamal Ali
A comparative study is carried out to examine the behavior of different structural systems under seismic loads in structurally irregular medium rise building. The structural systems analyzed in the case study include Intermediate Moment Resisting Frame (IMRF), Dual RCC Wall-Frame and RCC Braced Frame
Structures including Cross Braced, Single Diagonally Braced, V Braced and Inverted V Braced Frame Structure.
Diagrid structural systems
are emerging as structurally efficient as well as architecturally significant assemblies for tall buildings.
. The evolution of tall building structural systems based on new structural
concepts with newly adopted high strength materials and construction methods have been towards “stiffness” and “lightness”. Structural systems are become
“lighter” and “stiffer”.
It is common knowledge that rather than directly standing the forces,
it is better to reduce them and dissipate the magnitude of vibrations.
Structure design of high rise buildings is governed by lateral loads due to
wind or earthquake.
Lateral load resistance of structure is provided by interior structural system
or exterior structural system.
The selected structural system should be such that it should be effectively
utilized for structural requirements.
Recently diagrid structural system is adopted in tall buildings due to its
structural efficiency and flexibility in architectural planning.
Evaluation of the Seismic Response Parameters for Infilled Reinforced Concret...IOSRJMCE
RC frames with unreinforced masonry infill walls are a common form of construction all around the world. Often, engineers do not consider masonry infill walls in the design process because the final distribution of these elements may be unknown to them, or because masonry walls are regarded as non-structural elements. Separation between masonry walls and frames is often not provided and, as a consequence, walls and frames interact during strong ground motion. This leads to structural response deviating radically from what is expected in the design. The presence of masonry infills can result in higher stiffness and strength and it is cheap and built with low cost labor. Under lateral load, Masonry walls act as diagonal struts subjected to compression, while reinforced concrete confining members (Frames) act in tension and/or compression, depending on the direction of lateral earthquake forces. The main objective of this research is to develop a realistic matrix for the response modification factors for medium-rise skeletal buildings with masonry infills. In this study, the contribution of the masonry infill walls to the lateral behavior of reinforced concrete buildings was investigated. For this purpose, a five, seven and ten stories buildings are modelled as bare and infilled frames. The parameters investigated were infill ratio, panel aspect ratio, unidirectional eccentricity, bidirectional eccentricities. A Parametric study was developed on the behavior of medium rise infilled frame buildings under lateral loads to investigate the effect of these parameters as well as infill properties on this behavior
STUDY ON SEISMIC EFFECT OF HIGH RISE BUILDING SHEAR WALL/WALL WITHOUT SHEAR WALLIAEME Publication
Objective: In this paper the analytical study on the lateral behaviour of the structure is mainly concentrated and how it is varying in the different zones of zone II and zone III with different storey heights of a 6storey, 11storey, and 16storey structure. The study also involves the orientation of shear wall. Method in this study the behaviour of lateral displacements induced on or after earthquakes. Concrete shear walls are used to resist the lateral displacement owing to earthquake vibrations. Shear walls can be placed around the building as periphery walls, around the lift and beside the staircase. Filing the buildings are modelled with floor area of 32mx28m. with 8 bays along 32m span and 7 bays along 28m and apiece bay width of 4m .the lateral displacement of the structure is compared in OMRF &SMRF and the lateral displacement values of current floor level to another floor level should reach storey drift, the analysis is done in staadprov8i.findingthe lateral displacements of the structure is compared in OMRF & SMRF and it is found that lateral displacement is less in SMRF compare with OMRF.
LATERAL LOAD ANALYSIS OF SOFT STORY BUILDING AND IMPORTANCE OF MODELING MASON...ijsrd.com
Generally Masonry infills are considered as non-structural elements and their stiffness contributions are generally ignored in practice. But they affect both the structural and non-structural performance of the RC buildings during earthquakes. RC frame building with open first storey is known as soft storey, which performs poorly during strong earthquake shaking. A similar soft storey effect can occur if first and second story used as service story. Hence a combination of two structural system components i.e. Rigid frames and RC shear walls leads to a highly efficient system in which shear wall resist the majority of the lateral loads and the frame supports majority of the gravity loads. To study the effect of masonry infill with different soft storey level, 7 models of Reinforced Concrete framed building were analyzed with two types of shear wall when subjected to earthquake loading. The results of bare frame and other building models have been compared, it is observed that model with swastika and L shape shear wall are showing efficient performance and hence reducing the effect of soft storey in model 3, model 4 and model 5.
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.
2BHK Apartments in Bangalore, bangalore5, 2bhk apartments for sale in Bangalore, 2bhk apartment in Bangalore, Bangalore property
More,
<a>Bangalore5</a>
Performance of High-Rise Steel Building With and Without BracingsIJERA Editor
A comparative study on performance of high-rise steel building with and without bracings, carried
out on a residential building by considering the gravity loads and lateral loads in the form of Earth quake loads
and Wind loads incorporating the Bracings to reduce lateral loads on structural elements. In this study, a 20
storey steel frame structure has been selected to be idealized as multi storey steel building model. The model is
analyzed by using STAAD.Pro 2008 structural analysis software with the consideration of wind and earthquake
loads. At the same time the influence of X-bracing pattern has been investigated.The building proposed in
designed by Limit State Method according to steel code IS: 800-2007, the Wind load analysis according to IS:
875-(part-3)1987 and seismic/Earth quake loads according to IS: 1893 (Part-1)-2002. In this study the node
displacements of buildings having with and without bracings of wind and earthquake effect of Zone II and
Zone V, and the axial force of the members of the buildings having with and without bracings of wind and
earthquake effect of Zone II and Zone V.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016: chapter 4.
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller: chapter 13.
STRUCTURAL COST COMPARISON OF LOW RISE BUILDING HAVING MOMENT RESISTING FRAME...IAEME Publication
In Bhuj earthquake 2001, there were collapses of many low rise buildings. After a
very severe seismic shaking, it may be far cheaper to repair, or even rebuild the
damaged structure, than to build a no damaged structure in the first place. With the
help of shear walls the structure can be made which will not collapse in earthquake. It
is general perception in minds of people that shear walls are economical for high rise
buildings. Therefore it is necessary to find out cost efficiency of low rise buildings
with shear walls.
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.
Seismic Response of Structure with Single Coreijtsrd
Shear walls and outriggers have been used so far to resist the seismic waves of earthquake and heavy winds actions. The complete failure of the structures that has occurred in the past due to catastrophic earthquake may be avoided with the use of shear wall in the structure. The study is concerned with the use of shear wall as a single core in structure that will resist the seismic waves of earthquake. In the present study analysis of RCC building has been carried out by changing the locations of shear walls in the building. The seismic analysis performed is linear dynamic response spectrum analysis using the well known analysis and design software ETABS 16.2.0. Seismic performance of the building has been investigated based on parameters such as strorey drift, base shear and storey displacement. Belsare Sumit Bandopanth | Dilip Budhlani "Seismic Response of Structure with Single Core" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-4 | Issue-3 , April 2020, URL: https://www.ijtsrd.com/papers/ijtsrd30851.pdf Paper Url :https://www.ijtsrd.com/engineering/civil-engineering/30851/seismic-response-of-structure-with-single-core/belsare-sumit-bandopanth
Analysis and comparison of High rise building with lateral load resisting sys...DP NITHIN
Emporis standards define a high rise building as “A multi-storey structure between 35-100 meters tall”. When buildings become taller and taller, the effect of lateral load on the structure comes into existence. The lateral action on the structure is majorly induced by the wind and seismic force.
They needs a lateral load resisting system to maintain the structure stable when lateral loads are applied to them.
The different lateral load resisting systems in the high rise building are
Moment Resisting Frame(MRF), Shear wall system, Bracing system
Seismic performance of friction pendulum bearing by considering storey drift ...eSAT Publishing House
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.
Comparison of Mesh Type Seismic Retrofitting for Masonry Structureschali090
The tremendous loss of life that resulted in the aftermath of recent earthquakes in developing countries is mostly due to the collapse of non-engineered building structures. It has been observed that these buildings cannot withstand the lateral loads imposed by an earthquake and often fails, in a brittle manner. This underscores the urgency to find simple and economic solutions to reinforce these buildings. Different conventional retrofitting techniques are available to increase the strength and/or ductility of unreinforced masonry walls. Recent years, several researches work on mesh type retrofitting for masonry structures to delay or prevent the collapse of buildings and reduce the number of lives lost during devastating earthquake events. This paper reviews and discusses the state-of-the-art on seismic retrofitting of masonry walls with emphasis on the mesh type retrofitting techniques include retrofitting procedures, cost, improvement in structural performance and limitations.
Between Filth and Fortune- Urban Cattle Foraging Realities by Devi S Nair, An...Mansi Shah
This study examines cattle rearing in urban and rural settings, focusing on milk production and consumption. By exploring a case in Ahmedabad, it highlights the challenges and processes in dairy farming across different environments, emphasising the need for sustainable practices and the essential role of milk in daily consumption.
White wonder, Work developed by Eva TschoppMansi Shah
White Wonder by Eva Tschopp
A tale about our culture around the use of fertilizers and pesticides visiting small farms around Ahmedabad in Matar and Shilaj.
Transforming Brand Perception and Boosting Profitabilityaaryangarg12
In today's digital era, the dynamics of brand perception, consumer behavior, and profitability have been profoundly reshaped by the synergy of branding, social media, and website design. This research paper investigates the transformative power of these elements in influencing how individuals perceive brands and products and how this transformation can be harnessed to drive sales and profitability for businesses.
Through an exploration of brand psychology and consumer behavior, this study sheds light on the intricate ways in which effective branding strategies, strategic social media engagement, and user-centric website design contribute to altering consumers' perceptions. We delve into the principles that underlie successful brand transformations, examining how visual identity, messaging, and storytelling can captivate and resonate with target audiences.
Methodologically, this research employs a comprehensive approach, combining qualitative and quantitative analyses. Real-world case studies illustrate the impact of branding, social media campaigns, and website redesigns on consumer perception, sales figures, and profitability. We assess the various metrics, including brand awareness, customer engagement, conversion rates, and revenue growth, to measure the effectiveness of these strategies.
The results underscore the pivotal role of cohesive branding, social media influence, and website usability in shaping positive brand perceptions, influencing consumer decisions, and ultimately bolstering sales and profitability. This paper provides actionable insights and strategic recommendations for businesses seeking to leverage branding, social media, and website design as potent tools to enhance their market position and financial success.
Expert Accessory Dwelling Unit (ADU) Drafting ServicesResDraft
Whether you’re looking to create a guest house, a rental unit, or a private retreat, our experienced team will design a space that complements your existing home and maximizes your investment. We provide personalized, comprehensive expert accessory dwelling unit (ADU)drafting solutions tailored to your needs, ensuring a seamless process from concept to completion.
Dive into the innovative world of smart garages with our insightful presentation, "Exploring the Future of Smart Garages." This comprehensive guide covers the latest advancements in garage technology, including automated systems, smart security features, energy efficiency solutions, and seamless integration with smart home ecosystems. Learn how these technologies are transforming traditional garages into high-tech, efficient spaces that enhance convenience, safety, and sustainability.
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Can AI do good? at 'offtheCanvas' India HCI preludeAlan Dix
Invited talk at 'offtheCanvas' IndiaHCI prelude, 29th June 2024.
https://www.alandix.com/academic/talks/offtheCanvas-IndiaHCI2024/
The world is being changed fundamentally by AI and we are constantly faced with newspaper headlines about its harmful effects. However, there is also the potential to both ameliorate theses harms and use the new abilities of AI to transform society for the good. Can you make the difference?
1. Copyright to IJIRSET www.ijirset.com 294
ISSN (Online) : 2319 - 8753
ISSN (Print) : 2347 - 6710
International Journal of Innovative Research in Science, Engineering and Technology
An ISO 3297: 2007 Certified Organization, Volume 2, Special Issue 1, December 2013
Proceedings of International Conference on Energy and Environment-2013 (ICEE 2013)
On 12th
to 14th
December Organized by
Department of Civil Engineering and Mechanical Engineering of Rajiv Gandhi Institute of Technology, Kottayam, Kerala, India
ANALYSIS OF PRECAST MULTISTOREYED
BUILDING – A CASE STUDY
Bindurani.P, A. Meher Prasad, Amlan K. Sengupta
Assistant Professor, Dept. of Civil Engineering RIT, Kottayam, Kerala, India
Professor, Dept. of Civil Engineering IIT Madras, India
Associate Professor, Dept. of Civil Engineering IITMadras, India
ABSTRACT
Precast concrete systems represent an efficient alternative for building construction. The behaviour of
a precast system depends on connections and it should be modelled properly in the computational models
for analysis and design. This study presents the modelling of connections in a wall type precast building
system. A case study on a 23-storeyed building, made up of precast wall panels and slabs, to study the
modelling of vertical joints in terms of shear transfer, is presented in the paper. Two computational
models were investigated to find the effect of modelling the vertical joints between the wall panels, on the
drifts and the generated forces in the walls. It was observed that the model, which was not considering
any shear transfer through the vertical joints, tend to provide conservative results in terms of amount of
steel requirement. The emulative monolithic wall system seems to be adequate in moderate seismic zones.
The provisions of tie reinforcements, reinforced shear keys and dowel bars provide the required structural
integrity for the precast system to avoid progressive collapse.
NOMENCLATURE
DL Dead Load
SPEC-X Response spectrum loading in X direction
SPEC-Y Response spectrum loading in Y direction
1.PRECAST SYSTEMS
Depending on the types of members used, the precast systems can be classified into bearing wall
system, moment resisting frame system and dual system.
In wall system, the structure is mainly composed of structural walls which transfer the vertical and
horizontal forces to the foundation. The transfer of flexural capacity requires continuity of vertical
reinforcement through the height of the wall and it can be provided with coupling of bars or vertical post–
2. Copyright to IJIRSET www.ijirset.com 295
tensioning. Moment resisting frame system comprises of beams and columns in which the connections
are either equivalent monolithic or jointed. Dual system is a combination of shear walls and moment
resisting frames to resist the lateral loads. The stability for the structure is provided by shear walls/cores.
Connections are the most crucial part in precast structures. The challenge in designing precast systems
is to find an economical and practical method to connect the members with adequate strength and
ductility for the earthquake loading. The behaviour of the structure mostly depends on the behaviour of
connections. FIB Bulletin 27 (2003) broadly classifies precast connections into two categories as
“equivalent monolithic (emulative)” connections and “jointed” connections.
This classification is based on the nature of connections between the members. In equivalent monolithic
systems, the connections between the members are designed to emulate the behaviour of cast-in-place
concrete construction. The protruding longitudinal reinforcing bars from the members are spliced, welded
or mechanically connected and then concrete is cast in the joint region. This is also termed as a wet
connection.
As in any other system, seismic considerations are crucial in precast buildings. Precast concrete can be
used successfully in structures designed for earthquake resistance, provided careful attention is given to
conceptual and detailed design, and to fabrication and erection. The seismic performance of a structure is
mainly related to its lateral strength, stiffness, ductility and unity of the components. The structural
behaviour of a precast concrete system is greatly different from that of a comparable monolithic cast-in-
place system. The main structural difference between cast-in-place buildings and precast buildings lies in
their structural continuity. The structural continuity of conventional cast-in-place buildings is inherent
while in the precast systems, members should be assembled and connected to produce a structural system
capable of resisting gravity loads as well as the lateral forces due to wind or earthquake. The design and
detailing of the connections are especially important to the performance and integrity of the precast
structural system.
This paper describes a case study, which has been done to investigate the effect of modelling of the
vertical joints between the wall panels in a precast emulative wall system building.
2. CASE STUDY
Introduction
The selected building is one among the six similar towers of G+23 storeys, which is under
construction at Bhoiwada, Mumbai by Larsen & Toubro Limited. This project is under the slum
rehabilitation housing scheme. The developers are M/s Omkar Realtors, Mumbai. Currently, this is the
tallest precast building in India. This case study is based on the drawings, design report and
computational models presented by L&T Ltd.
Building Description
It is a rectangular building with plan dimensions 45.8m × 19.69m. The total height is 70m. Figure 1
shows the ETABS plan view of the typical floor of the selected building. The appropriate type of precast
system for the given height of building is the wall system, which gives adequate lateral load resistance.
Advantages like fast and repetitive construction, good quality and finish due to factory controlled
production, cost competitiveness etc., supported the selection of the system. The typical floors have a
projection of approximately 1m on two sides with respect to the ground storey. To avoid the complicated
details of a precast cantilever supporting system at the first floor level, conventional cast-in-place
construction was adopted for the ground storey.
3. Copyright to IJIRSET www.ijirset.com 296
Wall panel WP-05
FIGURE 1. ETABS VIEW OF THE FLOOR PLAN OF THE BUILDING (Courtesy: L&T Ltd.)
Stuctural Stability
The stability of the structure was considered against the gravity loads, lateral loads from wind and
earthquake, and the accidental loads like explosion. The precast design followed an emulation of cast-in-
place system. Inter-connected walls are provided in orthogonal directions. The wall joints are such that an
entire wall acts as an equivalent monolithic system under lateral loads. The connections between different
panels are wet connections, and are able to transfer in-plane shear, flexural tension and compression.
Toilet pods, which are U-shaped units, act as small core units. The wall-to-floor area ratio is 5.7% for
shorter direction and 2.2% for longer direction.
Connections
Horizontal Joint: A horizontal connection between panels transfers vertical stresses due to gravity loads
and any out-of-plane bending due to eccentricity of the loads. It also transfers vertical stresses due to
cantilever action of the wall and horizontal shear under lateral loads. The horizontal joint between panels
at a floor level is made by projecting dowel bars from the lower panel. They are inserted into the dowel
tubes provided in the upper panel and grouted at site using non-shrink, non-metallic grout. Shear force is
transmitted by dowel action of the bars. Any shear capacity of the grout is ignored. The dowels are
designed to generate their tension capacity. They are placed continuously from the foundation to the roof.
Tie reinforcement overlapped with U-bars are provided in the slabs for slab-to-wall connection. Figure 2
shows a typical detail of horizontal joint.
FIGURE 2. TYPICAL CROSS-SECTION OF A HORIZONTAL JOINT (All dimensions in mm)
Vertical Joint: The vertical joints are designed to transfer shear forces under lateral loads. Figure
2 shows a typical detail of vertical joint.
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Section E-E
FIGURE 3. TYPICAL VERTICAL JOINT
(Courtesy: L&T Ltd.)
The joint faces are indented to provide shear keys(9)
for shear transfer with increasing lateral loads.
Beyond cracking of concrete, a strut-and-tie action is expected to develop. Overlapping reinforcing loops
are provided along with shear keys to take up the horizontal component of the inclined compressive strut.
A continuous vertical bar is provided inside the overlapping loops from the adjacent units. The loops thus
couples the adjacent panels.
For sufficient out-of-plane support, a panel is adequately connected to the perpendicular panel through
overlapping reinforcing loops with the vertical bar. The exterior wall panels along the shorter direction of
the building, which constitute the primary shear walls to resist the lateral forces, are provided with six
shear keys per storey height. In interior wall joints, reduced number of reinforcement loops are provided
per storey height since the shear demand is less.
Modelling
The analysis of the structure was carried out using the ETABS software package. The entire
superstructure was modelled primarily using shell elements. The walls were of shell elements and the
slabs of membrane elements. A floor was considered as a rigid diaphragm at the respective level, to
transfer the lateral forces to walls. The horizontal joints of the wall panels were idealised to simulate an
equivalent monolithic behaviour, in presence of the continuous vertical dowel bars. Therefore, the shell
elements representing the panels were made continuous at the floor levels. A few beams and columns
present in the structure were modelled using frame elements.
In absence of a model for shear transfer; the vertical joints between the panels were modelled as two
extreme conditions as follows.
Integrated Model: In this case, perfect shear transfer was assumed through monolithic behaviour of two
adjacent panels connected by the grouted loops. The vertical joint strip was modelled as a 100mm wide
strip of shell element. Its thickness and stiffness were considered same as that of the adjacent wall panels.
In a grouted keyed connection, Clause 5.3.1 of IS11447: 1985 permits the joints to be modelled
monolithic. Clause 8.1 of IS15916: 2010 permits the precast structure to be analysed as monolithic,
provided the joints are designed to take the respective forces. Figure 4 (a) shows the ETABS view of the
integrated model.
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Discrete gap model: In this model, no shear force was assumed to transfer between the wall panels. To
idealise this condition, a 20mm gap was provided at the vertical joint locations. This uncoupled the
adjacent walls. The walls were connected only at the floor levels by the diaphragm constraints. Figure 4
(b) shows the gaps at the location of two joints in the discrete gap model.
20mm 100mm gap
strip
(a) Integrated Model (b) Discrete gap model
FIGURE 4. SIDE VIEWS OF COMPUTATIONAL MODELS (TOP PORTION CROPPED)
Comparative Study of Models
The variables for response spectrum analysis of the two models are shown in Table 1. The natural
periods and mass participation in each mode, for the two models, are shown in Table 2. The responses of
the two models were compared and the results are shown in Figure 5.
TABLE 1. COMPARISON OF VARIABLES OF THE
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TABLE 2. NATURAL PERIODS AND MASS PARTICIPATIONS FOR FIRST 12 MODES
(a) Storey Shear Profiles (b) Elastic Drift Ratio Profiles
(c) Elastic Storey Drift Ratio Profiles
FIGURE 5. RESPONSE PROFILES FOR LONGITUDINAL DIRECTION OF BUILDING UNDER SPEC-X
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It was observed from the results that, when a vertical joint was modelled as a gap, the resulting
structure was more flexible and higher modes were more predominant in the structure. When comparing
the drift profiles, the integrated model showed a first modal shaped variation along the height of the
building, while the gap model showed the effect of combination of higher mode shapes. Even though the
top displacement was higher in the gap model, the drift in both the models were within the allowable limit
of 0.4%.
Observations on Design
The final design forces were based on the higher values from the two models. To compare the design
forces from the two models, a representative external wall panel, WP-05, in the shorter direction of the
building was considered. The position of WP-05 is shown in Figure 1. Figures 6 and 7 present the
graphical representations of the various forces developed in the panel in two models, from the worst case
load combination which was 1.5 (DL+ SPEC-Y).
FIGURE 6.BENDING MOMENT VARIATION ALONG HEIGHT OF WP-05 FOR LOAD
COMBINATION 1.5(DL+SPEC-Y)
FIGURE 7. AXIAL FORCE PROFILES OF WP-05 FOR LOAD COMBINATION 1.5(DL+SPEC-Y)
The base shear shared by the selected wall was 540 kN, i.e. 5% of the total base shear. From the
results it was observed that the integrated model behaves as a perfect vertical cantilever while the other
model behaves differently. Also, the bending moments and shear forces were more in the discrete gap
model. Similarly the tensile forces were also higher, which resulted more number of dowel bars. Since
this project was the first of its kind in India, the designers followed the conservative discrete gap model
and provided high amount of reinforcement. The dowel bars were provided with a uniform lap length of
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1.3m from foundation till roof through the precast walls. From the shear and tension force demand, this
constant length of dowel bars was found to be more than the requirement in many locations. This
conservatism led to a reduction in the overall economy of the project.
3.PREVENTION OF PROGRESSIVE COLLAPSE
The Precast structures are more sensitive to progressive collapse after important local damage. For the
stability of structure, three dimensional interactions between structural members are necessary to produce
a robust design. The connections are normally designed for shear and compression. But in the case of
accidental loading like explosion, high tensile stresses along with large deformations will occur. To take
up such forces, the connections should have sufficient strength, continuity and ductility. Strength is to
take up the extra forces acting, continuity to redistribute the loading in case of accidental collapse and
ductility to accommodate large deformations as well as for energy dissipation. To take care of these
demands, tie reinforcements in all the three dimensions are an absolute necessity (Cl.16.5, ACI 318-08).
Figure 8 schematically shows the provision of tie reinforcement in the structure. The internal ties are to
take up the lateral forces from shear wall action. Peripheral ties ensure the diaphragm action of the slabs.
Floor to wall ties take up the horizontal forces from anchorage of floors to their support and vertical ties
ensure the cantilever action of walls.
3
1
4 2
1. INTERNAL TIES
2. PERIPHERAL TIES
3. VERTICAL WALL TIES
4. FLOOR-TO-WALL TIES
FIGURE 8. TYPICAL TIE CONNECTIONS IN THE BUILDING
To avoid progressive collapse, the structure should be sufficiently robust and redundant. Identification
and proper design of the key elements in the structure is necessary to avoid progressive collapse.
According to Clause 2.6 of BS8110-2: 1985, a key element and its connections should be designed for an
ultimate design load of 34kN/m2
from any direction, without considering any partial safety factor. As per
Clause 4.7 of IS 11447:1985, the minimum area for tie reinforcements should not be less than 4cm2
.
Recommendations in these codes were followed to find the design load and the required amount of tie
reinforcements. Here, tie reinforcements were provided horizontally, both internally and peripherally.
The reinforcement at the shear key locations provide the horizontal tying and that at the joint regions
gives the necessary vertical tying effect. The horizontal ties provide a cantilever action to hold the
damaged parts. The vertical ties help to suspend the lower damaged elements to the intact upper portions.
The horizontal and peripheral tie systems provide a catenary action to bridge the damaged portion. The
wall-to-slab ties help to suspend the debris, and prevent the damaged floor from falling down on to the
intact lower portions.
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4.SUMMARY
The case study provided some information on the design and modelling aspects of a wall type precast
building. The modelling of vertical joints was done with two extreme conditions, since there is no proper
guidelines to model the joints more economically by considering the actual shear transfer.
The conclusions drawn from the case study on a precast wall panel system building are as follows.
The emulative monolithic wall system seems to be adequate in moderate seismic zones. The
provisions of tie reinforcements, reinforced shear keys and dowel bars provide the required
structural integrity for the precast system.
The modelling of vertical joints without considering the shear transfer through the shear keys,
reinforced with shear links, lead to a conservative design. Non-linear shear springs can be
incorporated in the model to get more realistic wall forces. This will lead to a more economical
design.
ACKNOWLEDGEMENT
The authors are indebted to Mr.Sudheer Bommi of L&T ECC Chennai, for the contributions in
developing the computational model.
REFERENCES
[1] ACI 318:08 2008. Building Code Requirements for Structural Concrete and Commentary, American Concrete Institute, USA.
[2] BS 8110-2:1985. British Standard: Structural use of Concrete-Part 2: Code of Practice for special circumstances, British Standard
Institution.
[3] IS 11447 – 1985 (Reaffirmed 2003), Indian Standard Code of Practice for Construction with Large Panel Prefabricates, Bureau of Indian
Standards, New Delhi.
[4] IS 15916:2010, Indian Standard: Building Design and Erection using Prefabricated Concrete-Code of Practice, Bureau of Indian Standards,
New Delhi.
[5] FIB Bulletin-27, 2003. Seismic design of precast concrete building structures, International Federation for Structural Concrete.
[6] FIB Bulletin-45, 2008, Practitioners' Guide to Finite Element Modelling of Reinforced Concrete Structures, International Federation for
Structural Concrete.
[7] Bachmann, H., and Steinle, A., 2011. Precast Concrete Structures, Ernst & Sohn Gmbtt & Co.KG., Germany.
[8] Elliot, K.S., 2002. Precast Concrete Structures, Butterworth- Heinemann, Oxford.
[9] Foerster, H.R, Rizkalla, S.H. and Heuvel, J.S., 1989. “Behaviour and Design of Shear Connection for Load Bearing Wall Panels”, PCI
journal, 34(1), January-February, pp.102-119.