The document describes a large span roof structure for a new multi-functional sports hall in Cluj Napoca, Romania. The roof consists of 7 steel space trusses with a clear span of 63.9 meters. Finite element modeling was used to design welded joints between the hollow square steel sections that make up the trusses. The steel roof structure was chosen to reduce construction time from 36 to 12 months and allow the building of the sports hall in time to host a European sporting event.
This design appraisal report summarizes two structural schemes for the floor plates of Tower 1, a proposed 25-story residential building in Cork, Ireland. Scheme 1 uses a composite steel and concrete construction with deep beams. Scheme 2 uses reinforced concrete flat slabs with shallower construction. Both schemes are found to be viable options, with Scheme 1 offering faster construction but deeper floors, while Scheme 2 has easier services installation but requires propping during construction. Preliminary structural element sizing and calculations in the appendices support the designs' ability to stabilize the tall building against lateral loads.
1. Steel construction is advantageous for multi-story car parks as it allows for increased profits through reducing construction costs, optimizing floor area usage, and improving return on investment.
2. Key factors that optimize floor area and occupation rates include increased storey heights, wide ramps, slim columns, and designs that improve user comfort and safety.
3. Steel structures allow for reduced material usage through utilizing high-strength steels, limited transportation needs due to lower weights, and faster construction using prefabrication.
This document provides an overview of planning, design, and construction considerations for high-rise buildings. It discusses types of building construction and foundations. RCC framed structures are generally used for taller buildings. Planning involves subsoil exploration and determining suitable foundation types. Design considerations include structural analysis and proportioning members. Construction involves formwork, reinforcement, concrete mixing and placing, and curing. The document also outlines electrical, plumbing, fire safety, and air conditioning systems for high-rise buildings.
This document discusses different structural systems used for high-rise buildings, focusing on steel framing systems. It describes shear frames, which provide lateral stiffness through moment connections, and shear truss-frame systems, which combine shear frames with vertical trusses. Outrigger and belt truss systems connect vertical trusses to perimeter frames to improve stiffness. Framed tube systems use closely spaced columns and spandrel beams to create tube-like behavior. Developments in steel, like tailor-made beams and high-strength steels, have enabled taller and more efficient structures. The document provides examples of different structural systems used in high-rise building designs.
Bc open pre fabricated construction systemAnuj Singhal
The document discusses an open prefabricated construction system. Some key points:
- Prefabrication involves assembling building components in a factory and transporting them to the construction site. This speeds up construction time and lowers costs while ensuring quality.
- An open prefabricated system uses precast concrete or steel components like floors, walls, beams and columns assembled on-site. It can be partially or fully prefabricated.
- Examples of full prefabricated open systems include the Nakagin Capsule Tower in Tokyo, with prefabricated steel living capsules bolted to a central concrete core. Prefabrication allowed efficient off-site assembly and construction.
This document discusses U-boot beton technology, which uses a recycled polypropylene framework to create lightened foundations and slabs. It can be used when soil capacity is low. The framework consists of different connecting parts and comes in sizes of 53x53cm. Polypropylene is durable, flexible, and light. U-boot beton allows for large spans over 25m with reduced slab thickness and less concrete and steel usage. It has applications in car parks, hospitals, and raft foundations. The technology is certified but not widely used in India due to lack of awareness.
1. The document discusses the analysis and design of precast concrete wall-slab structures, including laboratory testing of connections, structural analysis, modeling, and design requirements.
2. Calculations were performed to check the bearing capacity, ratio of height to thickness, and connection strength of walls under vertical and horizontal loads based on material properties and limit state design methods.
3. Modeling of multi-story precast concrete buildings was conducted using structural analysis software to evaluate responses to seismic loading.
Pre-engineered buildings are factory-built structures consisting of prefabricated components that are assembled on-site. The components are designed and manufactured based on a client's requirements and structural calculations. This allows the building to be lighter weight and less expensive than traditional on-site construction, while being easier and faster to erect.
This design appraisal report summarizes two structural schemes for the floor plates of Tower 1, a proposed 25-story residential building in Cork, Ireland. Scheme 1 uses a composite steel and concrete construction with deep beams. Scheme 2 uses reinforced concrete flat slabs with shallower construction. Both schemes are found to be viable options, with Scheme 1 offering faster construction but deeper floors, while Scheme 2 has easier services installation but requires propping during construction. Preliminary structural element sizing and calculations in the appendices support the designs' ability to stabilize the tall building against lateral loads.
1. Steel construction is advantageous for multi-story car parks as it allows for increased profits through reducing construction costs, optimizing floor area usage, and improving return on investment.
2. Key factors that optimize floor area and occupation rates include increased storey heights, wide ramps, slim columns, and designs that improve user comfort and safety.
3. Steel structures allow for reduced material usage through utilizing high-strength steels, limited transportation needs due to lower weights, and faster construction using prefabrication.
This document provides an overview of planning, design, and construction considerations for high-rise buildings. It discusses types of building construction and foundations. RCC framed structures are generally used for taller buildings. Planning involves subsoil exploration and determining suitable foundation types. Design considerations include structural analysis and proportioning members. Construction involves formwork, reinforcement, concrete mixing and placing, and curing. The document also outlines electrical, plumbing, fire safety, and air conditioning systems for high-rise buildings.
This document discusses different structural systems used for high-rise buildings, focusing on steel framing systems. It describes shear frames, which provide lateral stiffness through moment connections, and shear truss-frame systems, which combine shear frames with vertical trusses. Outrigger and belt truss systems connect vertical trusses to perimeter frames to improve stiffness. Framed tube systems use closely spaced columns and spandrel beams to create tube-like behavior. Developments in steel, like tailor-made beams and high-strength steels, have enabled taller and more efficient structures. The document provides examples of different structural systems used in high-rise building designs.
Bc open pre fabricated construction systemAnuj Singhal
The document discusses an open prefabricated construction system. Some key points:
- Prefabrication involves assembling building components in a factory and transporting them to the construction site. This speeds up construction time and lowers costs while ensuring quality.
- An open prefabricated system uses precast concrete or steel components like floors, walls, beams and columns assembled on-site. It can be partially or fully prefabricated.
- Examples of full prefabricated open systems include the Nakagin Capsule Tower in Tokyo, with prefabricated steel living capsules bolted to a central concrete core. Prefabrication allowed efficient off-site assembly and construction.
This document discusses U-boot beton technology, which uses a recycled polypropylene framework to create lightened foundations and slabs. It can be used when soil capacity is low. The framework consists of different connecting parts and comes in sizes of 53x53cm. Polypropylene is durable, flexible, and light. U-boot beton allows for large spans over 25m with reduced slab thickness and less concrete and steel usage. It has applications in car parks, hospitals, and raft foundations. The technology is certified but not widely used in India due to lack of awareness.
1. The document discusses the analysis and design of precast concrete wall-slab structures, including laboratory testing of connections, structural analysis, modeling, and design requirements.
2. Calculations were performed to check the bearing capacity, ratio of height to thickness, and connection strength of walls under vertical and horizontal loads based on material properties and limit state design methods.
3. Modeling of multi-story precast concrete buildings was conducted using structural analysis software to evaluate responses to seismic loading.
Pre-engineered buildings are factory-built structures consisting of prefabricated components that are assembled on-site. The components are designed and manufactured based on a client's requirements and structural calculations. This allows the building to be lighter weight and less expensive than traditional on-site construction, while being easier and faster to erect.
This document provides an overview of the top-down construction method. It explains that in top-down construction, basement concrete slabs are poured first and act as lateral bracing for perimeter walls as subsequent levels are excavated from the bottom up. Main advantages include savings in construction time. Diagrams show the excavation process with floors poured and braced as excavation progresses downwards. Careful planning is required to properly implement this new method in Ho Chi Minh City, especially for dewatering and handling different soil types at varying depths.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
Economic Concrete Frame Elements to Eurocode 2Yusuf Yıldız
Eurocode 2'ye göre betonarme çerçeve elemanlarının ekonomik tasarımlarını ele alan dokümanın içerisinde yerinde dökülen, prekast, kompozit, ardgerme kolonlar, kirişler, döşemeler, perdeler ve merdivenlerin tasarımlarına dair bilgiler yer almakta.
This presentation discusses U-Boot Beton technology, which uses recycled polypropylene formwork for construction. It allows for lighter and more economical building designs through large span slabs and foundations. The key components of U-Boot Beton include spacer joints, connection bridges, and closing plates. Installation involves placing reinforcement, then setting up the interconnected U-Boot formwork before pouring concrete. U-Boot Beton provides benefits like reduced material costs, increased seismic resistance, and more flexible architectural designs. It has various applications in buildings like hospitals, parking structures, and hotels.
The document discusses various types of tall buildings and earthquake resistant design strategies. It describes bundled tube, framed tube, braced tube, and tube-in-tube structural systems that are used for tall buildings. The document also summarizes the Bhuj earthquake that occurred in Gujarat in 2001 and killed over 19,000 people. It provides steps for seismic design including planning symmetrical buildings, avoiding soft stories, using ductile materials, and providing vertical load paths like shear walls, bracing, and tuned mass dampers.
Modular coordination is a concept where buildings and components are dimensioned and positioned based on basic modular units. This allows for dimensional compatibility and simplifies construction. The basic module is 100mm denoted as 1M. Multiples and fractions of the basic module can also be used. A modular reference system establishes grids to coordinate the placement and sizing of building elements and components. Structural elements like walls, floors and columns are dimensioned to fit within the modular grids, as are non-structural components and finishes. This standardization aims to reduce waste and improve construction efficiency.
This document provides details of the structural analysis and design of a commercial and residential building using STAAD.Pro, AutoCAD, and STAAD.Foundation software. The building is located in Trivandrum, Kerala and consists of a basement, ground plus three floors. The document describes the site details, building plans, load calculations, modeling in STAAD.Pro, design of structural elements like beams, columns, foundation, and reinforcement details. Pile foundation is adopted based on the bore log details. The analysis helps gain knowledge of designing various components using structural analysis and design software.
The document describes a top-down construction method using an island cut method for retaining the soil around an excavated basement. Temporary soil berms are constructed using the island cut method to provide stability and passive resistance for the diaphragm walls during construction. Excavation occurs in stages, with each basement level being constructed before further excavation. Instrumentation monitors slope stability and settlement during construction, with contingency plans in place to implement remedial measures if trigger values are reached. Photographs document the various construction stages.
This document provides details of the analysis and design of a multi-storey reinforced concrete building project. It includes the objectives, which are to analyze and design the main structural elements of the building including slabs, columns, shear walls, and foundations. It also summarizes the building being a 12-storey residential building in Gorakhpur, India. The document outlines the various structural elements that will be designed, including flat slab structural systems, column types and design, shear wall design, and pile foundation design.
study of usage factor in low cost constructionManisha Singh
Prefabrication involves assembling components of a structure in a factory and transporting them to the construction site. It has advantages like reduced cost, material, and time compared to traditional construction. Precast concrete components like walls, beams, slabs are produced in a controlled factory environment and assembled on-site. Prefabrication requires planning for transportation, lifting equipment, installation, and connections between components. While it offers benefits, it also has challenges like handling of large precast units and achieving monolithic joint connections.
The Nakheel Tower proposed for Dubai would be a vertical city containing over 15,000 residents. It would stand over 1 kilometer tall, making it one of the tallest buildings ever constructed. The tower's unique structural design utilizes a central core and perimeter supports to distribute wind and gravitational loads efficiently throughout the supertall structure. Sustainable features like black water treatment and on-site energy generation are planned to reduce environmental impacts. While exceptionally ambitious and advanced, the project also faces challenges from its scale, including complex construction logistics and potential seismic effects.
The document summarizes a student project to design and construct a 1:5 scale model of a temporary bus shelter. It includes an introduction outlining the project requirements. The design considerations section discusses factors like weather resistance, stability, ergonomics and material suitability. Orthographic drawings and photos of the construction process are provided. Construction details show connections between structural elements. A design analysis section rationalizes design choices. Finally, the skeletal frame members of the bus shelter are listed.
This document discusses steel space frame roof structures. It provides examples of space frame structures including the Biosphere 2 in Arizona and Houston Astrodome in Texas. It then discusses types of space frame roofs based on curvature and number of grid layers. The key components of space frame structures are described including different node and connector types. Construction methods like element erection and lift-up are presented. Case studies of the Eden Project in England and Shah Alam Sports Complex in Malaysia are summarized, highlighting their design and unique space frame structures.
This document provides guidance on designing portal frames according to Eurocode standards. It discusses the importance of accounting for second order effects in portal frame analysis and design. It recommends using either rigorous second order analysis software or modified first order analysis with amplified loads. The document covers topics like plastic and elastic analysis methods, modeling imperfections, member design, bracing, connections, and multi-bay frames. It includes a worked example demonstrating a portal frame design that considers sensitivity to second order effects.
This document describes a project to model and analyze a pre-engineered building (PEB) structure. A group of students submitted the project under the guidance of their professor. The objectives were to study PEBs, model one in Staad Pro, design sections and connections, and analyze how PEBs reduce complexity, improve accuracy, and speed of construction compared to conventional steel buildings. The document provides details on the building dimensions, loads, load combinations, results of the PEB versus conventional structure analysis, advantages of PEBs, applications, and references used.
This publication provides guidance on detailed design of single span steel portal frames according to Eurocode standards. It discusses the importance of considering second order effects in portal frame analysis and design. These effects can reduce the frame's stiffness below that calculated from first order analysis. The publication covers analysis and design approaches at the ultimate limit state and serviceability limit state, including imperfections, base stiffness, deflections, cross section resistance, member stability, bracing, connections, and worked examples. Emphasis is placed on using computer software for analysis and design to achieve the most efficient structural solutions.
Housing is an important activity that directly indicates the standard of living of the people, with the increase in growth of population due to rapid industrialization scarcity of developed land, the need for multi-storeyed housing complex has increased to a considerable extent , so people turned to multi-storeyed residential apartments instead of individual houses, when city development reached a maximum development of suburban’s areas began the people living in the city should have advocate housing for comfortable and peaceful living.
Selecting one single type of building and coveringHREAT
This document summarizes the structural design and load transfer mechanisms of the Burj Khalifa tower in Dubai. It describes the tower's reinforced concrete core and columns that transfer loads to the foundation. Wind loads were a primary design consideration due to the tower's extreme height, and various techniques like tapering the shape and adding openings help disrupt wind vortexes. Loads flow from the steel-framed upper levels through composite link beams and concrete core walls to the large concrete mat foundation supported by long concrete piles.
IRJET- Comparative Study on the Seismic Behaviour of RCC and Steel-Concrete C...IRJET Journal
This document presents a comparative study on the seismic behavior of reinforced concrete concrete (RCC) frame structures and steel-concrete composite frame structures. Five 20-story building models are analyzed: one RCC structure and four composite structures with different column and beam configurations. Parameters like time period, story displacement, drift ratio, base shear, etc. are extracted and compared for the structures under equivalent static and response spectrum analysis for seismic zones II and V. The results show that composite structures have higher time periods and displacements but lower drift ratios and base shears compared to the RCC structure. In particular, composite model 3 with rectangular concrete filled steel columns performed better with smaller displacements and drift ratios.
This document discusses the modular design and facade case study of a multi-functional sports hall in Cluj Napoca, Romania. Originally planned with monolithic concrete frames, the design was changed to precast concrete elements to reduce construction time from 36 to 12 months. The roof structure is made of steel space trusses with a clear span of 64 meters. Joints in the truss were analyzed using finite element modeling to ensure structural stability and capacity. The building provides seating for 7,000 spectators and space for various sports and cultural events.
Ppt polyvalent hall romania(cluj napoca)akhil madhani
The Polyvalent Hall in Cluj-Napoca, Romania is a multi-purpose indoor arena that holds up to 10,000 people. The building features a 63.9 meter clear span roof structure composed of pre-stressed concrete beams and a space truss system made of steel square hollow sections. The structure was erected in four phases, beginning with cast in place concrete columns and precast elements, followed by erecting the steel trusses and bracing, then installing precast elements under the playing field, and finally installing the roof and facade.
This document provides an overview of the top-down construction method. It explains that in top-down construction, basement concrete slabs are poured first and act as lateral bracing for perimeter walls as subsequent levels are excavated from the bottom up. Main advantages include savings in construction time. Diagrams show the excavation process with floors poured and braced as excavation progresses downwards. Careful planning is required to properly implement this new method in Ho Chi Minh City, especially for dewatering and handling different soil types at varying depths.
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
Economic Concrete Frame Elements to Eurocode 2Yusuf Yıldız
Eurocode 2'ye göre betonarme çerçeve elemanlarının ekonomik tasarımlarını ele alan dokümanın içerisinde yerinde dökülen, prekast, kompozit, ardgerme kolonlar, kirişler, döşemeler, perdeler ve merdivenlerin tasarımlarına dair bilgiler yer almakta.
This presentation discusses U-Boot Beton technology, which uses recycled polypropylene formwork for construction. It allows for lighter and more economical building designs through large span slabs and foundations. The key components of U-Boot Beton include spacer joints, connection bridges, and closing plates. Installation involves placing reinforcement, then setting up the interconnected U-Boot formwork before pouring concrete. U-Boot Beton provides benefits like reduced material costs, increased seismic resistance, and more flexible architectural designs. It has various applications in buildings like hospitals, parking structures, and hotels.
The document discusses various types of tall buildings and earthquake resistant design strategies. It describes bundled tube, framed tube, braced tube, and tube-in-tube structural systems that are used for tall buildings. The document also summarizes the Bhuj earthquake that occurred in Gujarat in 2001 and killed over 19,000 people. It provides steps for seismic design including planning symmetrical buildings, avoiding soft stories, using ductile materials, and providing vertical load paths like shear walls, bracing, and tuned mass dampers.
Modular coordination is a concept where buildings and components are dimensioned and positioned based on basic modular units. This allows for dimensional compatibility and simplifies construction. The basic module is 100mm denoted as 1M. Multiples and fractions of the basic module can also be used. A modular reference system establishes grids to coordinate the placement and sizing of building elements and components. Structural elements like walls, floors and columns are dimensioned to fit within the modular grids, as are non-structural components and finishes. This standardization aims to reduce waste and improve construction efficiency.
This document provides details of the structural analysis and design of a commercial and residential building using STAAD.Pro, AutoCAD, and STAAD.Foundation software. The building is located in Trivandrum, Kerala and consists of a basement, ground plus three floors. The document describes the site details, building plans, load calculations, modeling in STAAD.Pro, design of structural elements like beams, columns, foundation, and reinforcement details. Pile foundation is adopted based on the bore log details. The analysis helps gain knowledge of designing various components using structural analysis and design software.
The document describes a top-down construction method using an island cut method for retaining the soil around an excavated basement. Temporary soil berms are constructed using the island cut method to provide stability and passive resistance for the diaphragm walls during construction. Excavation occurs in stages, with each basement level being constructed before further excavation. Instrumentation monitors slope stability and settlement during construction, with contingency plans in place to implement remedial measures if trigger values are reached. Photographs document the various construction stages.
This document provides details of the analysis and design of a multi-storey reinforced concrete building project. It includes the objectives, which are to analyze and design the main structural elements of the building including slabs, columns, shear walls, and foundations. It also summarizes the building being a 12-storey residential building in Gorakhpur, India. The document outlines the various structural elements that will be designed, including flat slab structural systems, column types and design, shear wall design, and pile foundation design.
study of usage factor in low cost constructionManisha Singh
Prefabrication involves assembling components of a structure in a factory and transporting them to the construction site. It has advantages like reduced cost, material, and time compared to traditional construction. Precast concrete components like walls, beams, slabs are produced in a controlled factory environment and assembled on-site. Prefabrication requires planning for transportation, lifting equipment, installation, and connections between components. While it offers benefits, it also has challenges like handling of large precast units and achieving monolithic joint connections.
The Nakheel Tower proposed for Dubai would be a vertical city containing over 15,000 residents. It would stand over 1 kilometer tall, making it one of the tallest buildings ever constructed. The tower's unique structural design utilizes a central core and perimeter supports to distribute wind and gravitational loads efficiently throughout the supertall structure. Sustainable features like black water treatment and on-site energy generation are planned to reduce environmental impacts. While exceptionally ambitious and advanced, the project also faces challenges from its scale, including complex construction logistics and potential seismic effects.
The document summarizes a student project to design and construct a 1:5 scale model of a temporary bus shelter. It includes an introduction outlining the project requirements. The design considerations section discusses factors like weather resistance, stability, ergonomics and material suitability. Orthographic drawings and photos of the construction process are provided. Construction details show connections between structural elements. A design analysis section rationalizes design choices. Finally, the skeletal frame members of the bus shelter are listed.
This document discusses steel space frame roof structures. It provides examples of space frame structures including the Biosphere 2 in Arizona and Houston Astrodome in Texas. It then discusses types of space frame roofs based on curvature and number of grid layers. The key components of space frame structures are described including different node and connector types. Construction methods like element erection and lift-up are presented. Case studies of the Eden Project in England and Shah Alam Sports Complex in Malaysia are summarized, highlighting their design and unique space frame structures.
This document provides guidance on designing portal frames according to Eurocode standards. It discusses the importance of accounting for second order effects in portal frame analysis and design. It recommends using either rigorous second order analysis software or modified first order analysis with amplified loads. The document covers topics like plastic and elastic analysis methods, modeling imperfections, member design, bracing, connections, and multi-bay frames. It includes a worked example demonstrating a portal frame design that considers sensitivity to second order effects.
This document describes a project to model and analyze a pre-engineered building (PEB) structure. A group of students submitted the project under the guidance of their professor. The objectives were to study PEBs, model one in Staad Pro, design sections and connections, and analyze how PEBs reduce complexity, improve accuracy, and speed of construction compared to conventional steel buildings. The document provides details on the building dimensions, loads, load combinations, results of the PEB versus conventional structure analysis, advantages of PEBs, applications, and references used.
This publication provides guidance on detailed design of single span steel portal frames according to Eurocode standards. It discusses the importance of considering second order effects in portal frame analysis and design. These effects can reduce the frame's stiffness below that calculated from first order analysis. The publication covers analysis and design approaches at the ultimate limit state and serviceability limit state, including imperfections, base stiffness, deflections, cross section resistance, member stability, bracing, connections, and worked examples. Emphasis is placed on using computer software for analysis and design to achieve the most efficient structural solutions.
Housing is an important activity that directly indicates the standard of living of the people, with the increase in growth of population due to rapid industrialization scarcity of developed land, the need for multi-storeyed housing complex has increased to a considerable extent , so people turned to multi-storeyed residential apartments instead of individual houses, when city development reached a maximum development of suburban’s areas began the people living in the city should have advocate housing for comfortable and peaceful living.
Selecting one single type of building and coveringHREAT
This document summarizes the structural design and load transfer mechanisms of the Burj Khalifa tower in Dubai. It describes the tower's reinforced concrete core and columns that transfer loads to the foundation. Wind loads were a primary design consideration due to the tower's extreme height, and various techniques like tapering the shape and adding openings help disrupt wind vortexes. Loads flow from the steel-framed upper levels through composite link beams and concrete core walls to the large concrete mat foundation supported by long concrete piles.
IRJET- Comparative Study on the Seismic Behaviour of RCC and Steel-Concrete C...IRJET Journal
This document presents a comparative study on the seismic behavior of reinforced concrete concrete (RCC) frame structures and steel-concrete composite frame structures. Five 20-story building models are analyzed: one RCC structure and four composite structures with different column and beam configurations. Parameters like time period, story displacement, drift ratio, base shear, etc. are extracted and compared for the structures under equivalent static and response spectrum analysis for seismic zones II and V. The results show that composite structures have higher time periods and displacements but lower drift ratios and base shears compared to the RCC structure. In particular, composite model 3 with rectangular concrete filled steel columns performed better with smaller displacements and drift ratios.
This document discusses the modular design and facade case study of a multi-functional sports hall in Cluj Napoca, Romania. Originally planned with monolithic concrete frames, the design was changed to precast concrete elements to reduce construction time from 36 to 12 months. The roof structure is made of steel space trusses with a clear span of 64 meters. Joints in the truss were analyzed using finite element modeling to ensure structural stability and capacity. The building provides seating for 7,000 spectators and space for various sports and cultural events.
Ppt polyvalent hall romania(cluj napoca)akhil madhani
The Polyvalent Hall in Cluj-Napoca, Romania is a multi-purpose indoor arena that holds up to 10,000 people. The building features a 63.9 meter clear span roof structure composed of pre-stressed concrete beams and a space truss system made of steel square hollow sections. The structure was erected in four phases, beginning with cast in place concrete columns and precast elements, followed by erecting the steel trusses and bracing, then installing precast elements under the playing field, and finally installing the roof and facade.
This document summarizes the structural design and materials used in the Heydar Aliyev Culture Center in Baku, Azerbaijan. It describes how the main building uses reinforced concrete and a composite steel frame. The roof structure is a unique space frame design made of steel. High-performance materials like glass and stone were used for the curtain walls, interior and exterior solid skin panels to meet architectural and technical requirements.
This document provides information on roof construction, industrialized building systems, and precast roof systems. It discusses coated fiberglass membrane roofs, precast concrete walls, beams, columns, flooring, and staircases. Precast concrete is described as having advantages like ease of installation, consistent quality, and reduced weather dependency compared to site-cast construction. Details and specifications are given for various precast structural and envelope elements. The document serves as a reference for a student project on advanced roof systems and industrialized building techniques.
Performance of ibs precast concrete beam column connections under earthquake ...Ramin Vaghei
This literature review examines the performance of precast concrete beam-column connections under earthquake effects. It finds that the seismic performance of precast structures depends greatly on the ductility of connectors joining components like beams and columns. Two commonly used connectors identified are the hybrid post-tensioned beam-column connection and the Dywidag Ductile Connector. The review concludes that future research could optimize these connections for use in low seismicity regions, with a focus on practical designs that do not further impede precast construction acceptance.
(1) The Petronas Twin Towers in Kuala Lumpur, Malaysia were the tallest buildings in the world from 1998 to 2004. They were designed by César Pelli and Associates and took 6 years to construct at a cost of US$1.6 billion. (2) The towers' structures are composed of reinforced concrete with a central core and perimeter columns connected by ring beams. High-strength concrete was used for the cores and columns to reduce wind response. (3) Industrialized building systems such as prefabricated steel beams, the preassembled skybridge, and prefabricated pinnacles helped speed construction and ensure quality despite the ambitious schedule.
Connell Mott MacDonald designed and engineered three major sporting facilities in Melbourne since 2000: the 52,000-seat Colonial Stadium featuring a unique moving roof; the Vodafone Arena, a multipurpose venue with retractable seating that can be lowered to reveal an Olympic-standard velodrome; and the VRC Members Grandstand with frameless glass and cantilevered seating overlooking the racetrack. Each facility presented innovative engineering solutions such as thermal modeling of the stadium roof's movements, access through the velodrome track, and fire engineering techniques that reduced protection needs for steel beams.
Building Technology I : Project 2 : Construction SolutionsJing Fan Koh
This document provides an overview of a project proposal for a performing arts centre in Kajang Old Town, Malaysia. It includes an introduction to the site context and design brief. Precedent studies are presented on the structural system of steel frame, composite floor system, and metal deck roof with mineral wool. Details are given on the materials and construction processes for each system. The intention of the design is to encourage users to engage with the historical and cultural context of the area through the building and public spaces.
The Cube Tower is a 70m tall office building in Guadalajara, Mexico designed by Catalan architect Carme Pinós. It has 19 floors plus a basement level and was constructed between 2004-2005. The building was designed to maximize natural ventilation and light through its three concrete core structure, which contain elevators and services. Large cantilevered slabs projected up to 10m from the cores, supported by post-tensioned steel beams and allowing open floor plans with few interior columns. This innovative structural system, along with a double-skin facade, terraces, and an atrium space, minimizes the need for mechanical cooling in Guadalajara's climate.
The document provides information about precast concrete, including:
- Precast concrete is concrete that is cast off-site in a controlled environment using reusable molds. Elements can be joined to form structures.
- Products include buildings, walls, slabs, columns. Elements are poured into molds, cured, then transported and installed.
- History of precast concrete dates back to Rome. Examples given include the Sydney Opera House and buildings by Richard Meier.
- Advantages include reduced construction time, quality control, and earthquake resistance. Disadvantages include high costs for small projects and difficulty altering cast-in services.
Building Construction 2 Project 2 ReportWilden How
The document discusses the structural systems used in the Olympic Stadium built for the 2012 London Olympics. The stadium features several different structural systems, including a steel skeletal structure, rigid concrete frames with reinforcement, and prefabricated concrete. It also uses external steel bracing and bolted joints between elements. The steel structure supports the cable net roof and transfers loads through the various structural elements to the foundation of 5,000 piles. The document provides details on the different structural components and materials used to construct the lightweight and efficient stadium structure.
This project deals with the planning, analysis, and design of a three-storied reinforced concrete college building. Analysis of the building frame was carried out using STADDPRO software. The structural elements were designed according to limit state methods using M20 grade concrete and FE415 grade steel. Beams, columns, slabs, and footings were all designed to be under reinforced. Drawings were drafted in AutoCAD. The building is designed to accommodate 2000 students and satisfy code requirements for amenities and structural design.
Composite construction or Composite Structure/FrameAbdul Rahman
Composite structure of steel and concrete has been explained under this ppt with examples, type of structural members, advantages and comparison with other structures like R.C.C structure and Steel structures.
This document summarizes the design of a steel frame structure for an indoor sports facility in Portugal according to Eurocode standards. It describes the architectural design of a dual-pitch roof and choice of structural steel components including planar truss rafters. It also outlines the modeling approach in SAP2000 including definition of loads such as self-weight, live, wind and thermal loads according to Eurocode standards. Load combinations are defined for the ultimate limit state structural/geometric verification of members.
IRJET- Study on Effect of Column Shape on Fire Resistance of CFST Column wi...IRJET Journal
The document studies the effect of column shape on the fire resistance of concrete filled steel tube (CFST) columns with a solid steel core through finite element analysis. Three column shapes are analyzed - circular, square, and rectangular. The analysis determines the temperature distribution over time along the column surfaces and identifies the shape with the maximum fire resistance. Preliminary static analysis is also performed. The results show that circular CFST columns with a steel core provide better fire performance than the other shapes.
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A long span structure in Romania Full paper balint karoly
1. A long span structure in Romania
Zoltan KISS
Professor
Technical Univ. of Cj. N.
Cluj Napoca, RO
kiss.zoltan@plan31.ro
Karoly BALINT
Civil Engineer
Plan31 Ro
Cluj Napoca, RO
balint.karoly@plan31.ro
Nicu TOADER
Civil Engineer
Plan31 Ro
Technical Univ. of Cj. N.
toader.nicu@plan31.ro
Zsolt NAGY
Lecturer
Technical Univ. of Cj. N.
Cluj Napoca, RO
zsolt.nagy@gordias.ro
Summary
The authors will describe in the following pages the reasons why the project of the Multi-functional
Sports Hall from Cluj Napoca is attractive. The main lines of the building are: a hall with a capacity
of 7000 seats, a structure dominated by precast concrete elements, a long span roof and an advanced
analyze of the connections, all well-kept into the limited funds. The roof solution consists in using
steel space trusses made out of square hollow sections (SHS). The truss has a clear span of 63.90m, a
total length of 76,10m, a maximum height of 4,00m that is reduced on the length of the structural
element, and a triangular cross section being 3,60m wide. Global stability checks and specific local
stability problems were performed and are exposed in the following paper. For the fabrication of the
space truss, welded joints between the SHS profiles were designed. As a result of the fact that for
characteristic failure checks of the welded TT and KK joints analytical methods are based only on a
semi-empirical formulae, developed for Φ=90 degrees (the angle between the diagonal planes), for
the design of joints finite element modelling was used. Good agreement between the results of the
developed finite element joint model and the analytical method for TT and KK joints has been
found, even though the semi-empirical formulae are applied for the analysed truss which had Φ=50
degrees.
Keywords: large span space trusses; precast concrete; joint analysis.
1. Introduction
In 2010 the local authorities of the city Cluj Napoca launched the selection process based on a
Feasibility Study for the new Multi-functional Sports Hall, located near the new city stadium.
Following the selection process which included a new structural solution proposal, a designer
association was selected including architects, structural engineers and electrical engineers. Based on
a new structural concept, Plan 31 Ro Ltd. was elected for designing the building structure.
The technical solution regarding force resisting structure was decided after taking in consideration a
couple of monolithically concrete frames and a roof made out of laminated wooden arches. The
monolithic concrete had the disadvantage of reduced time efficiency, and after the future owner
decided that it would be better to reduce the time with execution from 36 months to 12 months in
order to be able to organize a European Sport Competition, the design team had to find new
solutions. The building has 115m x 130m in plane dimensions, the work on site need it to start 2
months before winter time (often the air temperature is below -4 degrees Celsius) came with many
restrictions regarding pouring in situ concrete. The surface concrete slab of 15,000sqm have arisen
the cracking issue due to concrete shrinkage after its hardening, so the decision was a widespread
use of precast concrete elements. Where the design loads resulted in great reaction forces there were
used prestressed concrete beams with cast in situ concrete columns, while for the rest of the
elements were precasted and fixed with dry or wet connections.
The 64m span roof was first thought to be designed as several laminated wooden arches. Do to the
fact the entrepreneur have neither the possibility nor the technology to build these type of elements,
a new solution was brought and that was a space truss with SHS.
2. 2. Building particularities
2.1 Architectural facts
The Multi-functional Sports Hall is organized on five levels: underground level, ground level and
three stories (Figures 1 and 2). Underground level is a parking with 447 car capacity. Ground level
together with first and second level includes public, officials, media, shopping and administration
areas. Ground level also includes the reserved area for sport players, while second level has a
conference centre. The third level is for media, special equipment and installations devices. In order
to offer multiple use of the playing area, the floor surface can be changed from 30x47m to 38x56m
by using extensible/retractable tribune structure on the ground level. In this manner handball, volley,
basketball, box and gymnastics championship are possible to take place in the Multi-functional
Sports Hall.
Fig. 1: Transverse section through the building
Fig. 2: Longitudinal section through the building
2.2 Design loads considered in calculus and structural analyses
In order to evaluate the structural response, in the design process were considered the following
loads (characteristic values), other than the self-weight of the elements:
- Roof loads EN1991-1-1: dead load + technological load qk = 1,0 kN/sqm;
- Concentrated technological loads (media box) applied in mid span, Pk= 60 kN;
- Temperature variation effects between erection phase (-15 to -20 degrees Celsius in winter)
and service phase (+15 to +20 degrees Celsius during lifetime);
- Snow loads on the roof according to EN1991-1-3, s0,k=1,5 kN/sqm;
- Wind loads on building envelope according to EN1991-1-4, qref=0,4 kN/sqm, vb0=27m/s;
- Live loads on slabs EN1991-1-1, qk = 10,0 kN/sqm – ground floor, qk = 5,0 kN/sqm – upper
floors;
- Technological loads qk = 2,5 kN/sqm – ground floor, qk = 3,5 kN/sqm – upper floors;
- Seismic action according to EN1998-1 [1], with peak ground acceleration ag=0,08g and
control period of seismic motion Tc=0,7 seconds;
3. - Load combination for ultimate limit state (ULS) and serviceability limit state (SLS)
according to EN 1990 [2].
2.3 Structural compliance of the concrete structure
Building`s substructure consists mainly in pad foundations, where it was necessary to balance the
pad foundations, moment resisting beams were added, due to the large bending moments appeared
at the base of the concrete columns supporting the roof; strip foundations were used for the walls
situated at the underground level, while for the training room a raft foundation was chosen being
also the support of the boarded floor. The foundation soil type is clay marl with a bearing capacity
of 750kPa.
The building is a concrete frame structure with a characteristic bay of 8,40x10,60m, for the arena
area. On sides the bays are smaller and with varying dimensions. The concrete frames consist in
precast concrete columns fixed in foundations using dry connections (Figure 3), except the columns
supporting the steel roof which are cast in situ. The last ones, having the cross section 60x120cm,
the transportation together with the control and site erecting it would have been difficult to perform.
Due to short execution terms, most of the columns were precasted and because of the cold weather
during execution time, there were used dry connections provided by PEIKKO.
Fig. 3: Precast concrete column base connection
All frame beams and stair beams are precasted, reinforced concrete or prestressed concrete. The
beam-column joints are moment-resisting (floor level ±0.00m) and pinned for the upper levels. For
the frames connected directly to the roof`s steel truss, rigid connections have been used for the
beams which are in the same plane with the space truss (Figure 4).
(before concreting the joint) (after concreting in the joint) Fig. 5: Topping reinforcing
Fig. 4: Beam-column connection
The slab consists in a precast part (hollow-core units with 200mm and 320mm height or preslabs of
80mm thick where the slab span is reduced) and a topping of 80mm thickness of C25/30 concrete,
and S500 reinforcing steel. In order to assure enough stiffness to the vertical loads (the problem of
floor vibrations was tested using PulseLabshop software from Bruel and Khaer for the in situ
experiments, as well as a commercial FEM software for the numerical simulation. While for the
horizontal loads, the cast in situ topping was design to transmit the reactions from the vertical
envelope and to the vertical force resisting elements (concrete columns), and also to assure a
horizontal rigid diaphragm effect. For a better connection between the partially precast slab and the
beams, hollow-core units were partially cut off at the edges and extra reinforced (Figures 5) with
4. triangular skeleton reinforcing; where preslabs were used, only the meshing wires in the topping
were enough thanks of the connectors left out of the preslabs surface.
3. Design of the roof`s steel structure
The roof structure consists in 7 trusses with a clear span of 63,90m, and total length of 76,10m,
supported by concrete frames and lateral interconnected with the rest of the structure through
horizontal and vertical steel bracings. The space steel trusses are mounted using a spacing of
10,50m (Figure 2). Choosing the most appropriate roof structure solution has been driven by a
number of factors including the span, roof geometry, load to be supported, economy and aesthetics.
The truss section is 3600 mm wide and approximately 4000 mm deep (variable along the span). The
steel trusses of this size are able to span such distances as simply supported elements, but large
vertical deformations and horizontal reactions were necessary to be managed. Several options were
investigated to keep the sizes to a minimum, including arch action (which would have required stiff
concrete structure) and cantilevered truss structure (which would have resulted in vertical tie
elements at both ends). The system that was decided combines both: the advantage of this system is
that the end cantilever with the vertical tying elements of the truss effectively reduces the vertical
deformations and axial forces in mid span, as well as allowing the continuity of the roof structure
over the lateral annexes. The principle was successfully used one of the authors in a similar project
[3]. Pinned supports were provided on the top of the concrete columns, with limited horizontal
displacement set up possibility for the erection phases. Longitudinal trusses were placed in mid
span, at the supports and near the supports, where the inner flange of the truss compression effort
change in tension.
The design of the steel structure was performed following the European standards. For strength,
stability and stiffness requirements of the structural elements the prescription of EN1993-1-1 [4],
EN1993-1-8 [5] and EN1998-1 [1] were used. For the design of the structural elements, linear
elastic structural analysis was performed. The design checks of the structural elements for ULS
include persistent or transient design situations (fundamental combinations), where snow loads in
combination with technological loads play the key role. For global stability checks Consteel
software was used, which calculation procedure is based on the general method of EN1993-1-1 [4].
For individual member checks, both methods A and B of EN1993-1-1 were performed. Good
agreement between the used methods was found. For the design of spatial truss joints the following
failure modes have been considered: local brace failure (yielding, local buckling), chord face
plastification, chord punching shear, chord side wall failure, chord shear failure [6]. Alternative
checks using finite element modeling was also used.
For SLS design checks of the structural elements, fundamental and exceptional load combinations
were used. The computed maximum vertical deflection of the space truss for SLS check under snow
and technological load is:
(1)
Fig. 6: The structural model of the transverse frame
mm
f
mm
f a 213
300
L
165
5. 3.1 Joints between the steel and concrete structure
Providing pinned supports for the roof trusses, positive effects in the internal effort distribution and
the highest horizontal reaction over the concrete structures, were obtained. The use of simply
supports for the roof trusses eliminates the horizontal reaction over the concrete structure, but has a
negative influence over the roof trusses in terms of vertical deflection and effort distribution. Final
solution for the connection (Figure 7) considered a combination of both effects: a limited sliding
possibility of the support, used only for the erection phase of the structure (mainly deformations
caused by the permanent actions are consumed), after that the support is transformed in a perfect
hinge. In this way a lower horizontal support reaction resulted, consuming around 30 mm horizontal
displacement by the sliding possibility of the support, from the total of 80 mm, calculated under
permanent, technological and snow loading.
Fig. 7: Sliding possibility of the support and a lateral view at support level
3.2 Global stability checks of the space steel truss
The global stability checks of the space truss were performed using Consteel software [7]. Buckling
analysis according to the general method of EN 1993-1-1, including only the 3D effects of the
structural members were performed (corrugated steel sheets were used as part of the envelope,
stressed skin beneficial action of the roof was neglected). To have an overview about the global
behaviour of the structure, the space trusses were calculated and checked using the full 3D model of
the structure, including also the concrete structure. According to the buckling analysis, a critical
load multiplication factor of αcr,op=3,63 was computed (Figure 8), corresponding to the stability loss
of first compressed diagonals. Improving the model, considering the effects of additional braces of
the compressed diagonals (Figure 9), the critical load multiplication factor increased at αcr,op=6,81.
Alternative design checks of the space truss were performed, using in a conservative way the
simply supported configuration of the roof structure (concrete structure was not considered in this
model), only the stabilizing effect of the longitudinal trusses placed over the support and in mid
span. A fair agreement between the 3D full model and simplified model was found. According to
the buckling analysis, a very similar buckling shape and the associated critical load multiplication
Fig. 8: Compressed diagonal buckling in the space truss (αcr,op=3,63)
6. factor of αcr,op=4,04 was computed. Improving the simplified model, considering the effects of
additional braces of the compressed diagonals, the critical load multiplication factor increased only
at αcr,op=5,05, due to the stability loss of upper compressed chord in mid span, which was not
present in 3D model, due to the moving possibility of the neglected concrete structure. The ratio of
utilization for the members, following the general method of EN 1993-1-1 resulted in less than 80%
his way, while considering the simply supported configuration of the roof truss structure the level of
100% is achieved.
Fig. 9: Improved space truss (αcr,op=6,81)
3.3 Joints checks using FEM of the space steel truss
The main concern after global stability analysis was to find out which is dominant: the global
stability loss of the chords or the local stability issues in the welded joints of the truss? Local brace
failure (yielding, local buckling), the chord face plastification, chord punching shear, chord side
wall failure, chord shear failure checks are necessary according to [6] for TT and KK joints. The
analytical methods given by [6] for TT and KK joints have limited range of validity, because the
semi empirical formulae are developed for Φ=90 degree (the angle between the diagonal planes).
To have a satisfactory response, finite element modelling of the heaviest loaded truss joint was used.
For an accurate analysis including geometrical and material nonlinearities of the selected joint
(Figure 10), a specific finite element model was developed (Figure 11). Nonlinear elastic-plastic
analysis considering geometric nonlinearities (GMNA and GMNIA) has been applied.
Fig. 10: Analyzed truss joint
The model was developed in ABAQUS [8] finite element program, using S4R-type elements (4-
node shell elements with reduced integration) with 6 degrees of freedom on each node (translation
and rotation with regard to the x, y and z-axis). All strengthening plates and SHS sections were
modelled in their mid-plane and the connections between chords and truss flanges were defined as a
surface-to-surface tie between SHS section end – strengthening plates (Figure 13). The model’s
materials were defined as elastic – linear plastic (E=210000 N/mm2
, υ = 0,3) with a yield strength
of fy = 275 N/mm2
for all the rectangular hollow sections. The loads from permanent, technological
and snow actions were introduced as point loads, relationship between the magnitudes was
considered according to the statical model. First buckling shape with the amplitude according to
EN1993-1-6 was used as initial imperfection in the nonlinear-elastic analysis (GMNIA). According
to the analysis results, the local stability loss of the compressed diagonal members connected in the
joint will define the joint capacity. This is associated with the brace failure (BF) in the analytical
method. The computed load multiplication factor according to the level of dominant load case
(permanent + technological + snow loads) resulted αcr,op=8,18, which is higher than those obtained
in the global stability analysis of the truss structure.
7. Fig. 11: FEM of the selected joint and material model
Fig. 12: First buckling mode of the joint Fig. 13: Analysis result without
(αcr,op=8,18) strengthening plate
4. Structure`s erection stages
The structure erection stages are:
- Phase I – cast in situ columns together with the precast elements (columns, beams, slabs) are
erected till the roof level, while the area beneath the playing field remains at the foundation
stage in order to be able to accomplish later the steel roof structure from inside and from
outside the building perimeter;
- Phase II – erecting work of the space steel trusses and mounting the bracings;
- Phase III – mounting the precast elements(several short columns, prestressed beams and
concrete hollow-core units) underneath the playing field as well as around the site, till
±0,00m level is reached;
- Phase IV – installation of the roof and façade envelope.
Fig. 14: Truss splicing for transport an erection on site
The transportation of any truss from the steel shop - where the assembly is produced – to the site to
be used, can be a very expensive process. The global dimension of one truss (76,10 m), imposed to
8. be cut in five pieces (Figure 11). Due to the expensive transportation of the first truss, for the next
six only the assembly parts were cut in the shop, the truss assembly welding was switched on site.
The erection process started when the first two trusses were ready. In the erection phase the end
parts was positioned first, followed by the intermediate three subassemblies positioning as a single
one (Figure 12). For all these intermediate phases, the stability of the parts has been checked.
Without any significant loads (only self-weight), the truss only with end lateral supports had a
comfortable computed critical load multiplication factor of αcr,op=9.58.
5. Conclusions
This paper describes the key aspects of matching a precast concrete structure with a large span
space truss and searching for the optimal solution in this issue, from the safety point of view but
also from the economical one too. Covering a large span area always arise problems even if we deal
with a building of a small height (like a greenhouse for instance). But when the roof, in this case a
space steel truss, is placed on top of a concrete structure several new issues need to be taken care off,
like: the compatibility of the two types of structures (steel and concrete) that need to work together
(displacements due to gravitational loads, horizontal loads, temperature differences), the
construction stages (starting with mounting the first parts of the truss, continuing with the final
assembling of the first truss and next the completion of the whole roof, and last but not least the
final touching – in this case turning the simple support into a perfect pinned hinge) and other
problems that may appear like the connection between SHS elements. Several local and global
stability design checks for a large free span roof truss structure were made. Using the finite element
method, complex welded joint configuration specifically used in space trusses made by SHS tubular
steel sections were analysed. Fair agreement between finite element method and analytical methods
according to [6] for TT and KK welded joints have been found, even semi-empirical formulae,
developed for trusses with Φ=90 degree where Φ is the angle between the diagonal planes, to give
satisfactory results also for the analysed joints of the particular truss which had Φ=50 degrees.
References
[1] EN 1998-1, “Design of structures for earthquake resistance” (2004)
[2] EN 1990-2005, “Design Code. Basis of design” (2004)
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(2006)
[5] EN1993-1-8, “Design of steel structures Part 1.8: Design of joints” (2006)
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