The document discusses the design of steel structures according to BS 5950. It provides definitions for key terms related to steel structural elements and their design. These include beams, columns, connections, buckling resistance, capacity, and more. It then discusses the design process and different types of structural forms like tension members, compression members, beams, trusses, and frames. The properties of structural steel and stress-strain behavior are also covered. Methods for designing tension members, including consideration of cross-sectional area and end connections, are outlined.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Compression members are structural members subjected to axial compression or compressive forces. Their design is governed by strength and buckling capacity. Columns can fail due to local buckling, squashing, overall flexural buckling, or torsional buckling. Built-up columns use components like lacings, battens, and cover plates to help distribute stress more evenly and increase buckling resistance compared to a single member. Buckling occurs when a straight compression member becomes unstable and bends under a critical load.
This document discusses the design of beams. It defines different types of beams like floor beams, girders, lintels, purlins, and rafters. It describes how beams are classified based on their support conditions as simply supported, cantilever, fixed, or continuous beams. Commonly used beam sections include universal beams, compound beams, and composite beams. The document also covers plastic analysis of beams, classification of beam sections, and failure modes of beams.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
The document discusses the design of staircases. It begins by defining key components of staircases like treads, risers, stringers, etc. It then describes different types of staircases such as straight, doglegged, and spiral. The document outlines considerations for designing staircases like dimensions, loads, and structural behavior. It provides steps for geometric design, load calculations, structural analysis, reinforcement design, and detailing of staircases. Numerical examples are also included to illustrate the design process.
This presentation summarizes different types of bolted connections. It discusses bearing bolts, which can be unfinished or finished. Unfinished bolts have rough shanks while finished bolts have circular shanks from turning. It also defines terminology used in bolted connections like pitch, gauge distance, and edge distance. Finally, it discusses grade classifications for bolts based on their strength and specifies requirements for bolted connections according to Indian codes and standards, distinguishing between lap joints and butt joints.
This document discusses bolted connections used in structural engineering. It begins by explaining why connection failures should be avoided, as they can lead to catastrophic structural failures. It then classifies bolted connections based on their method of fastening, rigidity, joint resistance, fabrication location, joint location, connection geometry, and type of force transferred. It describes different types of bolts and bolt tightening techniques used for friction grip connections. It discusses advantages and drawbacks of bolted connections compared to riveted or welded connections. The document provides detailed information on design and behavior of various bolted connections.
The document discusses the design of compression members according to IS 800:2007. It defines compression members as structural members subjected to axial compression/compressive forces. Their design is governed by strength and buckling. The two main types are columns and struts. Common cross-section shapes used include channels, angles, and hollow sections. The effective length of a member depends on its end conditions. Slenderness ratio is a parameter that affects the load carrying capacity, with higher ratios resulting in lower capacity. Design involves checking the member for short or long classification, buckling curve classification, and calculating the design compressive strength. Examples are included to demonstrate the design process.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Compression members are structural members subjected to axial compression or compressive forces. Their design is governed by strength and buckling capacity. Columns can fail due to local buckling, squashing, overall flexural buckling, or torsional buckling. Built-up columns use components like lacings, battens, and cover plates to help distribute stress more evenly and increase buckling resistance compared to a single member. Buckling occurs when a straight compression member becomes unstable and bends under a critical load.
This document discusses the design of beams. It defines different types of beams like floor beams, girders, lintels, purlins, and rafters. It describes how beams are classified based on their support conditions as simply supported, cantilever, fixed, or continuous beams. Commonly used beam sections include universal beams, compound beams, and composite beams. The document also covers plastic analysis of beams, classification of beam sections, and failure modes of beams.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
The document discusses the design of staircases. It begins by defining key components of staircases like treads, risers, stringers, etc. It then describes different types of staircases such as straight, doglegged, and spiral. The document outlines considerations for designing staircases like dimensions, loads, and structural behavior. It provides steps for geometric design, load calculations, structural analysis, reinforcement design, and detailing of staircases. Numerical examples are also included to illustrate the design process.
This presentation summarizes different types of bolted connections. It discusses bearing bolts, which can be unfinished or finished. Unfinished bolts have rough shanks while finished bolts have circular shanks from turning. It also defines terminology used in bolted connections like pitch, gauge distance, and edge distance. Finally, it discusses grade classifications for bolts based on their strength and specifies requirements for bolted connections according to Indian codes and standards, distinguishing between lap joints and butt joints.
This document discusses bolted connections used in structural engineering. It begins by explaining why connection failures should be avoided, as they can lead to catastrophic structural failures. It then classifies bolted connections based on their method of fastening, rigidity, joint resistance, fabrication location, joint location, connection geometry, and type of force transferred. It describes different types of bolts and bolt tightening techniques used for friction grip connections. It discusses advantages and drawbacks of bolted connections compared to riveted or welded connections. The document provides detailed information on design and behavior of various bolted connections.
The document discusses the design of compression members according to IS 800:2007. It defines compression members as structural members subjected to axial compression/compressive forces. Their design is governed by strength and buckling. The two main types are columns and struts. Common cross-section shapes used include channels, angles, and hollow sections. The effective length of a member depends on its end conditions. Slenderness ratio is a parameter that affects the load carrying capacity, with higher ratios resulting in lower capacity. Design involves checking the member for short or long classification, buckling curve classification, and calculating the design compressive strength. Examples are included to demonstrate the design process.
The document discusses limit state design of reinforced concrete structures. It introduces limit states as conditions where the structure becomes unfit for use, including limit states of strength and serviceability. Limit state design involves characterizing loads and resistances as random variables and using partial safety factors on loads and resistances to achieve a target reliability. The document outlines the general principles of limit state design according to Indian Standard code IS 800, including defining actions, factors governing strength limits, and serviceability limits related to deflection, vibration and durability.
This document provides guidance on the design of lacing and battens for built-up compression members. It discusses the key design considerations and calculations for both single and double lacing systems, including the angle of inclination, slenderness ratio, effective lacing length, bar width and thickness. Similar guidelines are given for battens, covering spacing, thickness, effective depth, transverse shear and overlap. The document also includes an example problem on designing a slab foundation for a column with given load and material properties.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
Footings are structural members that support columns and walls and transmit their loads to the soil. Different types of footings include wall footings, isolated/single footings, combined footings, cantilever/strap footings, continuous footings, rafted/mat foundations, and pile caps. Footings must be designed to safely carry and transmit loads to the soil while meeting code requirements regarding bearing capacity, settlement, reinforcement, and shear strength. A proper footing design involves determining loads, allowable soil pressure, reinforcement requirements, and assessing settlement.
This document discusses reinforced concrete columns. It begins by defining columns and different column types, including based on shape, reinforcement, loading conditions, and slenderness ratio. Short columns fail due to material strength while slender columns are at risk of buckling. The document covers column design considerations like unsupported length and effective length. It provides examples of single storey building column design and discusses minimum longitudinal reinforcement requirements in columns.
Steel structures involve structural steel members designed to carry loads and provide rigidity. Some famous steel structures include the Walt Disney Concert Hall, Tyne Bridge, and Howrah Bridge. Steel structures have advantages like high strength, ductility, elasticity, and ease of fabrication and erection. The Howrah Bridge is a steel cantilever bridge that connects Howrah and Kolkata. When built, it was the 3rd longest cantilever bridge in the world. It uses steel components like I-beams, rivets, and expansion joints and was constructed between 1936-1942.
Connections are critical components that join structural elements to transfer forces safely. Steel connections influence construction costs and failures often originate from connections. Common steel connections include bolted, welded, and riveted joints. Bolted connections can be bearing type or friction grip bolts. Welded joints include fillet and butt welds. Connections must be designed for the expected loads, with shear connections allowing rotation and moment connections resisting it. Proper connection design is important for structural integrity and economy.
The document discusses structural steel, including its composition, properties, types, and applications in construction. It describes how steel is made from iron with added elements, and its varying properties based on carbon content. The types discussed are mild steel, medium carbon steel, and high carbon steel. Common structural steel applications mentioned include beams, columns, trusses, and framing for buildings like airports and stadiums.
Prestress loss occurs as prestress reduces over time from its initial applied value. There are two types of prestress loss - immediate losses during prestressing/transfer and long-term time-dependent losses. Immediate losses include elastic shortening, anchorage slip, and friction. Long-term losses include creep and shrinkage of concrete and relaxation of prestressing steel. The quantification of losses is based on strain compatibility between concrete and steel. For a pre-tensioned concrete sleeper, the percentage loss due to elastic shortening was calculated to be approximately 2.83% based on the stress in concrete at the level of the tendons.
The document discusses design loads for structural elements. It introduces limit state design philosophy and different types of loads structures must withstand, including dead loads, live loads, snow loads and lateral loads. Load factors are applied to loads for ultimate and serviceability limit state design. Load paths and examples of load cases for different structural components are presented.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
The document discusses the design and erection of column base plates. It covers types of base plates for different load cases including axial compression, tension, and combined axial and moment loads. Key topics covered include base plate and anchor rod materials, design for concrete crushing and bending, anchor rod design, and erection procedures. Diagrams illustrate critical sections and design equations for different limit states. Construction tolerances and OSHA standards for base plate design are also summarized.
This document provides design requirements for lacing and battening systems used in steel structural elements. It discusses two types of lacing systems - single and double. It outlines 9 design requirements for lacing per Indian code IS 800, including angle of inclination, slenderness ratio, effective length, width/thickness, transverse shear force, strength checks, and end connections. It also discusses 7 design requirements for battening systems, including transverse shear force calculation, slenderness ratio, spacing, thickness, effective depth, overlap for welded connections, and notes battening offers less shear resistance than lacing.
The document discusses bolted connections and provides specifications for bolt hole sizes, pitch, and spacing in bolted connections according to IS 800-2007. It covers various types of bolted joints including lap joints, butt joints, and their modes of failure. High strength friction grip bolts are described which provide rigid connections through clamping action and prevent slippage. The advantages of HSFG bolts include their ability to transmit load through friction eliminating stress concentrations in holes, while their drawbacks include higher cost and fabrication efforts compared to normal bolts.
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 discusses riveted connections in steel structures. It describes the different types of rivets, including their shape and method of installation. Some key types are snap headed rivets, pan headed rivets, and flat counter sunk rivets. It also outlines the advantages and disadvantages of riveted connections. Advantages include ease of installation without electricity, while disadvantages include noise and required skilled labor. The document further explains different riveted joint configurations, including lap joints and butt joints, providing examples of single and double riveted versions of each. Finally, it briefly outlines potential failure modes of riveted connections, such as shear failure of rivets or plates, and bearing failure of plates or
This document discusses the design of biaxially loaded columns. It defines a biaxially loaded column as one where axial load acts with eccentricities about both principal axes, causing bending in two directions. Several methods for analyzing and designing biaxially loaded columns are presented, including the load contour method, reciprocal load method, strain compatibility method, and equivalent eccentricity method. An example problem demonstrates using the reciprocal load method to check the adequacy of a trial reinforced concrete column design subjected to biaxial bending.
This document summarizes the key aspects of flat slab construction and design according to Indian code IS 456-2000. It defines flat slabs as slabs that are directly supported by columns without beams, and describes four common types based on whether drops and column heads are used. The main topics covered include guidelines for proportioning slabs and drops, methods for determining bending moments and shear forces, requirements for slab reinforcement, and an example problem demonstrating the design of an interior flat slab panel.
This document provides an overview of different types of retaining walls, including gravity, cantilever, counterfort, sheet pile, and diaphragm walls. It discusses the key components and design considerations for gravity and cantilever retaining walls. Gravity walls rely on their own weight for stability, while cantilever walls consist of a vertical stem with a heel and toe slab acting as a cantilever beam. The document also covers lateral earth pressures, drainage of retaining walls, uses of sheet pile walls, and construction methods for diaphragm walls.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
Structural Connection Design & Construction Aspect .pptxahmad705917
Structural connection design and constructability are discussed. Connections are critical for transferring forces between structural members safely and economically. Simple bolted connections are commonly used due to ease of fabrication and ability to accommodate site adjustments. Connection types include shear, moment, and splice connections. Failure modes like bolt shear, bearing, and block shear are reviewed. Constructability considerations include connection design for simplicity and repetition to reduce erection costs.
The document discusses limit state design of reinforced concrete structures. It introduces limit states as conditions where the structure becomes unfit for use, including limit states of strength and serviceability. Limit state design involves characterizing loads and resistances as random variables and using partial safety factors on loads and resistances to achieve a target reliability. The document outlines the general principles of limit state design according to Indian Standard code IS 800, including defining actions, factors governing strength limits, and serviceability limits related to deflection, vibration and durability.
This document provides guidance on the design of lacing and battens for built-up compression members. It discusses the key design considerations and calculations for both single and double lacing systems, including the angle of inclination, slenderness ratio, effective lacing length, bar width and thickness. Similar guidelines are given for battens, covering spacing, thickness, effective depth, transverse shear and overlap. The document also includes an example problem on designing a slab foundation for a column with given load and material properties.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
Footings are structural members that support columns and walls and transmit their loads to the soil. Different types of footings include wall footings, isolated/single footings, combined footings, cantilever/strap footings, continuous footings, rafted/mat foundations, and pile caps. Footings must be designed to safely carry and transmit loads to the soil while meeting code requirements regarding bearing capacity, settlement, reinforcement, and shear strength. A proper footing design involves determining loads, allowable soil pressure, reinforcement requirements, and assessing settlement.
This document discusses reinforced concrete columns. It begins by defining columns and different column types, including based on shape, reinforcement, loading conditions, and slenderness ratio. Short columns fail due to material strength while slender columns are at risk of buckling. The document covers column design considerations like unsupported length and effective length. It provides examples of single storey building column design and discusses minimum longitudinal reinforcement requirements in columns.
Steel structures involve structural steel members designed to carry loads and provide rigidity. Some famous steel structures include the Walt Disney Concert Hall, Tyne Bridge, and Howrah Bridge. Steel structures have advantages like high strength, ductility, elasticity, and ease of fabrication and erection. The Howrah Bridge is a steel cantilever bridge that connects Howrah and Kolkata. When built, it was the 3rd longest cantilever bridge in the world. It uses steel components like I-beams, rivets, and expansion joints and was constructed between 1936-1942.
Connections are critical components that join structural elements to transfer forces safely. Steel connections influence construction costs and failures often originate from connections. Common steel connections include bolted, welded, and riveted joints. Bolted connections can be bearing type or friction grip bolts. Welded joints include fillet and butt welds. Connections must be designed for the expected loads, with shear connections allowing rotation and moment connections resisting it. Proper connection design is important for structural integrity and economy.
The document discusses structural steel, including its composition, properties, types, and applications in construction. It describes how steel is made from iron with added elements, and its varying properties based on carbon content. The types discussed are mild steel, medium carbon steel, and high carbon steel. Common structural steel applications mentioned include beams, columns, trusses, and framing for buildings like airports and stadiums.
Prestress loss occurs as prestress reduces over time from its initial applied value. There are two types of prestress loss - immediate losses during prestressing/transfer and long-term time-dependent losses. Immediate losses include elastic shortening, anchorage slip, and friction. Long-term losses include creep and shrinkage of concrete and relaxation of prestressing steel. The quantification of losses is based on strain compatibility between concrete and steel. For a pre-tensioned concrete sleeper, the percentage loss due to elastic shortening was calculated to be approximately 2.83% based on the stress in concrete at the level of the tendons.
The document discusses design loads for structural elements. It introduces limit state design philosophy and different types of loads structures must withstand, including dead loads, live loads, snow loads and lateral loads. Load factors are applied to loads for ultimate and serviceability limit state design. Load paths and examples of load cases for different structural components are presented.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
The document discusses the design and erection of column base plates. It covers types of base plates for different load cases including axial compression, tension, and combined axial and moment loads. Key topics covered include base plate and anchor rod materials, design for concrete crushing and bending, anchor rod design, and erection procedures. Diagrams illustrate critical sections and design equations for different limit states. Construction tolerances and OSHA standards for base plate design are also summarized.
This document provides design requirements for lacing and battening systems used in steel structural elements. It discusses two types of lacing systems - single and double. It outlines 9 design requirements for lacing per Indian code IS 800, including angle of inclination, slenderness ratio, effective length, width/thickness, transverse shear force, strength checks, and end connections. It also discusses 7 design requirements for battening systems, including transverse shear force calculation, slenderness ratio, spacing, thickness, effective depth, overlap for welded connections, and notes battening offers less shear resistance than lacing.
The document discusses bolted connections and provides specifications for bolt hole sizes, pitch, and spacing in bolted connections according to IS 800-2007. It covers various types of bolted joints including lap joints, butt joints, and their modes of failure. High strength friction grip bolts are described which provide rigid connections through clamping action and prevent slippage. The advantages of HSFG bolts include their ability to transmit load through friction eliminating stress concentrations in holes, while their drawbacks include higher cost and fabrication efforts compared to normal bolts.
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 discusses riveted connections in steel structures. It describes the different types of rivets, including their shape and method of installation. Some key types are snap headed rivets, pan headed rivets, and flat counter sunk rivets. It also outlines the advantages and disadvantages of riveted connections. Advantages include ease of installation without electricity, while disadvantages include noise and required skilled labor. The document further explains different riveted joint configurations, including lap joints and butt joints, providing examples of single and double riveted versions of each. Finally, it briefly outlines potential failure modes of riveted connections, such as shear failure of rivets or plates, and bearing failure of plates or
This document discusses the design of biaxially loaded columns. It defines a biaxially loaded column as one where axial load acts with eccentricities about both principal axes, causing bending in two directions. Several methods for analyzing and designing biaxially loaded columns are presented, including the load contour method, reciprocal load method, strain compatibility method, and equivalent eccentricity method. An example problem demonstrates using the reciprocal load method to check the adequacy of a trial reinforced concrete column design subjected to biaxial bending.
This document summarizes the key aspects of flat slab construction and design according to Indian code IS 456-2000. It defines flat slabs as slabs that are directly supported by columns without beams, and describes four common types based on whether drops and column heads are used. The main topics covered include guidelines for proportioning slabs and drops, methods for determining bending moments and shear forces, requirements for slab reinforcement, and an example problem demonstrating the design of an interior flat slab panel.
This document provides an overview of different types of retaining walls, including gravity, cantilever, counterfort, sheet pile, and diaphragm walls. It discusses the key components and design considerations for gravity and cantilever retaining walls. Gravity walls rely on their own weight for stability, while cantilever walls consist of a vertical stem with a heel and toe slab acting as a cantilever beam. The document also covers lateral earth pressures, drainage of retaining walls, uses of sheet pile walls, and construction methods for diaphragm walls.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
Structural Connection Design & Construction Aspect .pptxahmad705917
Structural connection design and constructability are discussed. Connections are critical for transferring forces between structural members safely and economically. Simple bolted connections are commonly used due to ease of fabrication and ability to accommodate site adjustments. Connection types include shear, moment, and splice connections. Failure modes like bolt shear, bearing, and block shear are reviewed. Constructability considerations include connection design for simplicity and repetition to reduce erection costs.
Design of Compressionmembers--- INTRODUCTION.pptxMrGangadharaS
This document discusses the design of steel compression members according to IS 800:2007. It defines compression members as structural members subjected to axial compression/compressive forces, and notes their design is governed by strength and buckling considerations. The document outlines various failure modes for axially loaded columns, such as local buckling, flexural buckling, and torsional buckling. It also provides steps for designing compression members, including selecting a trial section based on slenderness ratio, calculating the design compressive strength, and ensuring the design strength exceeds factored loads.
This document discusses reinforced concrete design. It covers topics such as constituent materials and properties, basic principles, analysis methods, strength of concrete, stress-strain curves, modulus of elasticity, assumptions in design, failure modes, design philosophies, safety provisions, structural elements, and analysis of reinforced concrete sections. Flexural failure modes and equations of equilibrium for reinforced concrete design are also presented.
This document discusses the design of compression members in steel structures. It begins by defining compression members as members subjected to compressive stresses, such as columns, struts, and compression flanges. It notes that compression members are more prone to buckling than tension members. The document then discusses factors that influence the buckling strength of compression members, such as the member's length, cross-sectional properties, end conditions, and bracing. It also discusses eccentric loading of columns and the various sections that can be used or built up for compression members.
International Journal of Computational Engineering Research(IJCER) ijceronline
nternational Journal of Computational Engineering Research (IJCER) is dedicated to protecting personal information and will make every reasonable effort to handle collected information appropriately. All information collected, as well as related requests, will be handled as carefully and efficiently as possible in accordance with IJCER standards for integrity and objectivity.
Design of Beam- RCC Singly Reinforced BeamSHAZEBALIKHAN1
Concrete beams are an essential part of civil structures. Learn the design basis, calculations for sizing, tension reinforcement, and shear reinforcement for a concrete beam.
1. The document summarizes the design of a steel intensive toilet block in India under the Swachh Bharat initiative.
2. It includes the design of steel connections and members using STAAD and the types of connections that were designed, which include shear and moment connections.
3. Key structural elements like columns, beams, and beam-columns are discussed along with their potential failure modes.
Experimental study on strength and flexural behaviour of reinforced concrete ...IOSR Journals
Abstract: Strength and flexural behaviour of reinforced concrete beams using deflected structural steel
reinforcement and the conventional steel reinforcement are conducted in this study. The reinforcement quantity
of both categories was approximately equalised. Mild steel flats with minimum thickness and corresponding
width are deflected to possible extent in a parabolic shape and semi-circular shape are fabricated and used as
deflected structural steel reinforcement in one part, whereas the fabrication of ribbed tar steel circular bars as
conventional reinforcement on the another part of the experiment for comparison in the concrete beams. All the
beams had same dimensions and same proportions of designed mix concrete, were tested under two point
loading system. As the result of experiments, it is found that the inverted catenary flats and their ties, transfers
the load through arch action of steel from loading points towards the supports before reaching the bottom
fibre at the centre of the beam as intended earlier. Thereby the load carrying capacity and the ductility ratio
has being increased in deflected structural steel reinforced beams when compared with ribbed tar steel
reinforced concrete beams, it is also observed that the failure mode (collapse pattern)is safer.
Keywords --Arch profile, Conventional steel reinforcement, Cracks, Collapse, Deflected structural steel,
Ductility ratio.
This document provides an overview of structural steel design and connections. It discusses the benefits of steel structures, common lateral load resisting systems like braced and rigid frames, and types of bracing configurations. It also examines different types of steel frame connections including simple, moment, and eccentric braced connections. Design considerations and capacity equations for moment connections are presented.
This document provides information about I-beams, including:
- I-beams are commonly used in construction and have a high moment of inertia due to their shape, making them resistant to bending.
- The web of the I-beam provides resistance to shear forces.
- Various equations are presented to calculate properties like cross-sectional area, moments of inertia, stresses, and shear stresses for I-beams.
- Different types of steel joints that can be used with I-beams are also described.
IRJET - A Review on Steel Beam-Column Joint to Improve the Performance of...IRJET Journal
This document reviews steel beam-column joint connections to improve building performance. It discusses different types of connections including welded moment connections, bolted end-plate moment connections, and shear connections. It also reviews literature on reduced beam section connections, which weaken the beam near the column to localize deformation. Finite element analysis and experiments show that reduced beam section connections provide highly ductile behavior without fractures or distress, improving seismic performance.
Analysis of Beam-Column Joint subjected to Seismic Lateral Loading – A ReviewIRJET Journal
This document reviews the analysis and design of beam-column joints in reinforced concrete structures subjected to seismic lateral loading. It discusses that beam-column joints are critical parts that can fail in earthquakes due to shear or inadequate reinforcement anchorage. The document examines different types of beam-column joints and codes for their design. It also reviews past literature on modeling and testing beam-column joints and factors that influence their behavior under seismic loads. The conclusion is that beam-column joint design and detailing is important for seismic resistance and codes have improved based on research but more study is still needed.
This document provides an overview of cold-formed steel sections. It discusses that cold-formed steel sections are manufactured from steel sheets without applying heat through a process like roll forming. The document compares the properties of cold-formed and hot-rolled steel sections, outlines common shapes and applications of cold-formed sections, and describes their behavior under compression and factors like local buckling. It also defines terms related to cold-formed steel and discusses provisions in codes governing their design and use in construction.
This document provides an overview of reinforced concrete design principles for civil engineers and construction managers. It discusses the aim of structural design according to BS 8110, describes the properties and composite action of reinforced concrete, explains limit state design methodology, and summarizes key elements like slabs, beams, columns, walls, and foundations. The document also covers material properties, stress-strain curves, failure modes, and general procedures for slab sizing and design.
IRJET- Experimental Analysis of Buckling Restrained Brace Under Cyclic LoadngIRJET Journal
This document discusses the experimental analysis of buckling restrained braces (BRBs) under cyclic loading. BRBs are a type of bracing system used in structures to resist lateral forces like earthquakes. They have advantages over conventional bracing systems in providing a more stable hysteretic response. The study involved fabricating BRB models and testing them under static ultimate and cyclic loading. One model was tested to determine ultimate strength, while another was used to study behavioral characteristics under loading and unloading cycles. The results showed that BRBs can undergo considerable yielding in both tension and compression and dissipate more energy than conventional braces.
Steel is widely used for structures due to its strength, light weight, and fast construction. This document introduces steel design based on the limit state method per Indian codes. It describes rolled steel sections like beams, channels, angles, and plates used in design. Key properties of structural steel like yield strength and ductility are discussed. The limit state method involves checking strength and serviceability limits under different load combinations and safety factors to ensure safety and comfort over the structure's lifetime.
This is an overview of my current metallic design and engineering knowledge base built up over my professional career and two MSc degrees : - MSc in Advanced Manufacturing Technology University of Portsmouth graduated 1st May 1998, and MSc in Aircraft Engineering Cranfield University graduated 8th June 2007.
Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
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Covid Management System Project Report.pdfKamal Acharya
CoVID-19 sprang up in Wuhan China in November 2019 and was declared a pandemic by the in January 2020 World Health Organization (WHO). Like the Spanish flu of 1918 that claimed millions of lives, the COVID-19 has caused the demise of thousands with China, Italy, Spain, USA and India having the highest statistics on infection and mortality rates. Regardless of existing sophisticated technologies and medical science, the spread has continued to surge high. With this COVID-19 Management System, organizations can respond virtually to the COVID-19 pandemic and protect, educate and care for citizens in the community in a quick and effective manner. This comprehensive solution not only helps in containing the virus but also proactively empowers both citizens and care providers to minimize the spread of the virus through targeted strategies and education.
Data Communication and Computer Networks Management System Project Report.pdfKamal Acharya
Networking is a telecommunications network that allows computers to exchange data. In
computer networks, networked computing devices pass data to each other along data
connections. Data is transferred in the form of packets. The connections between nodes are
established using either cable media or wireless media.
We have designed & manufacture the Lubi Valves LBF series type of Butterfly Valves for General Utility Water applications as well as for HVAC applications.
Cricket management system ptoject report.pdfKamal Acharya
The aim of this project is to provide the complete information of the National and
International statistics. The information is available country wise and player wise. By
entering the data of eachmatch, we can get all type of reports instantly, which will be
useful to call back history of each player. Also the team performance in each match can
be obtained. We can get a report on number of matches, wins and lost.
A high-Speed Communication System is based on the Design of a Bi-NoC Router, ...DharmaBanothu
The Network on Chip (NoC) has emerged as an effective
solution for intercommunication infrastructure within System on
Chip (SoC) designs, overcoming the limitations of traditional
methods that face significant bottlenecks. However, the complexity
of NoC design presents numerous challenges related to
performance metrics such as scalability, latency, power
consumption, and signal integrity. This project addresses the
issues within the router's memory unit and proposes an enhanced
memory structure. To achieve efficient data transfer, FIFO buffers
are implemented in distributed RAM and virtual channels for
FPGA-based NoC. The project introduces advanced FIFO-based
memory units within the NoC router, assessing their performance
in a Bi-directional NoC (Bi-NoC) configuration. The primary
objective is to reduce the router's workload while enhancing the
FIFO internal structure. To further improve data transfer speed,
a Bi-NoC with a self-configurable intercommunication channel is
suggested. Simulation and synthesis results demonstrate
guaranteed throughput, predictable latency, and equitable
network access, showing significant improvement over previous
designs
2. Design of Steel Structures
Carry out the design of
- Restrained & un restrained Steel Beams
- Axially loaded universal columns & those subject to
eccentric loading
- Slabs & Built up base's for axially loaded steel
columns
- Connections
3. Code of Practice – BS 5950 Part 1 , 2000
1.3 Terms and definitions
1.3.1 beam
a member predominantly subject to bending
1.3.3 buckling resistance
limit of force or moment that a member can withstand without
buckling
1.3.4 built-up
constructed by interconnecting more than one rolled section to
form a single member
1.3.5 cantilever
a beam that is fixed at one end and free to deflect at the other
1.3.6 capacity
limit of force or moment that can be resisted without failure
due to yielding or rupture
4. 1.3.7 column
a vertical member carrying axial force and possibly moments
1.3.10 connection
location where a member is fixed to a supporting member or
other support, including the bolts, welds and other material
used to transfer loads
5. 1.3.11 dead load
a load of constant magnitude and position that acts
permanently, including self-weight
1.3.12 design strength
the notional yield strength of the material used in design,
obtained by applying partial factors to the specified minimum
yield strength and tensile strength of the material
1.3.13 dynamic load
part of an imposed load resulting from motion
1.3.14 edge distance
distance from the centre of a bolt hole to the nearest edge of
an element, measured perpendicular to the direction in which
the bolt bears
6. 1.3.15 effective length
for a beam. Length between adjacent restraints against lateral-
torsional buckling, multiplied by a factor that allows for the
effect of the actual restraint conditions compared to a simple
beam with torsional end restraint
for a compression member. Length between adjacent lateral
restraints against buckling about a given axis, multiplied by a
factor that allows for the effect of the actual restraint conditions
compared to pinned ends
1.3.16 elastic analysis
structural analysis that assumes no redistribution of moments in a
continuous member or frame due to plastic hinge rotation
1.3.17 empirical method
simplified method of design justified by experience or by tests
1.3.18 end distance
distance from the centre of a bolt hole to the edge of an element,
measured parallel to the direction in which the bolt bears
7. 1.3.19 factored load
specified load multiplied by the relevant partial factor
1.3.20 fatigue
damage to a structural member caused by repeated
application of stresses that are insufficient to cause failure by a
single application
1.3.21 foundation
part of a structure that distributes load directly to the ground
1.3.22 friction grip connection
a bolted connection that relies on friction to transmit shear
between components
1.3.23 H-section
section with a central web and two flanges, that has an overall
depth not greater than 1.2 times its overall width
1.3.24 hybrid section
I-section with a web of a lower strength grade than the flanges
1.3.25 I-section
section with a central web and two flanges, that has an overall
depth greater than 1.2 times its overall width
8. 1.3.26 imposed load
load on a structure or member, other than wind load,
produced by the external environment or the intended
occupancy or use
1.3.27 instability
inability to carry further load due to vanishing stiffness
1.3.28 joint
element of a structure that connects members together and
enables forces and moments to be transmitted between them
1.3.29 lateral restraint
for a beam. Restraint that prevents lateral movement of the
compression flange
for a compression member. Restraint that prevents lateral
movement of the member in a given plane
9. Design Process
1. Define the problem while appreciating the client’s
requirements and constraints
2. Consideration of possible structural arrangements
3. Selection of most satisfactory arrangements
4. Detailed structural Design
5. Preparation of Drawings and specifications
6. Construction Phase
10. Structural Forms
Structures are essentially a combination of members
which can be classified according to their main
functions
Tension Members
Compression Members
Flexural members
Torsion members
Trusses
Frames
Surface Members
11.
12. Tension members
These are subject to a Pulling Action. An
important characteristic of a member stressed in
tension is that it need no bending stiffness. Thus
ropes & cables can be used for members stressed in
tension.
Compression members
These are subject to a pushing action.
Compression members must have bending stiffness.
On the application of a slight transverse displacement,
the applied force will increase deformation
13. Flexural Members (Beams)
A Beam supports the load by utilizing its resistance
to bending and shear. Bending causes a tension and
compression forces in a beam.
Shear or the resistance to sliding or slipping is also
induced in a beam.
A Slab is a wide beam. It can be bend in tow
directions depending on the method of support.
Torsion Members
Torsion occurs in a member when the load tends
to twist it. Torsion induces shear stresses in a member.
Shear Members
A plane type structural members subjected
to an applied force in its own plane.
14. Trusses
trusses are triangulated framework consisting of
tension and compression members.
The members are considered to be hinged or
pinned to each other. The members are free to rotate at
the ends.
Rotation at the joints is necessary to
accommodate the small changes in length that occur
due to the tensile and compressive forces in the
members.
Trusses may be two dimensional or three
dimensional.
15. Frames
Triangulation can be avoided by using rigid joints
instead of pinned joints.
Structural systems in which the members are
connected to each other with rigid joints are called
Frames.
Surface Members.
plates are planar, surface forming structural
elements capable of carrying bending forces such as in
slabs or in plane forces (axial and or shear) as in walls.
Shells are curved surface forming structural
elements capable of carrying forces through in plane
action.
Shells may be singly curved or doubly curved.
16. Design of Structural Elements in Steel
Advantage of Steel.
Steel structures are fast and easy to erect.
No formwork no false work is required.
Much of the structures can be fabricated away from the
site. Since the structure is self supporting no delays are
experienced due to slow strength gain.
Good dimensional Control.
Prefabrication in the factory ensures accurate work.
Low self weight
Large clear spans are possible. Minimum Carnage.
Adaptability
Later modification is relatively easy and inexpensive
with minimum disruption.
17. Properties of the steel
Structural steel is composed of about 98% iron
with small percentages of Carbon, Silicon, Manganese,
Phosphorus, Sulper, Niobium & Vanadium.
The Carbon content is restricted to about 0.25%
Although an increased Carbon content increases
strength & Hardness, it reduces Ductility & Toughness.
Hence the Carbon content is limited to produced
to steel that is weldable and not brittle.
Niobium & Vanadium are introduced to raise the
yield strength of the steel.
Manganese is introduce to improve the corrosion
resistance. Phosphorus and Sulpher are impurities.
19. The Yield stress depends on the chemical
composition of the steel.
It also varies with the heat treatment used and
the amount of working load that occurs during the
rolling process.
Hence thinner plates have a higher yield stress
than thicker plates of the same composition.
Table 9 of the BS 5950 part 1 given the design
strength of the steel.
22. Design of tension Members
Design Considerations
It must have adequate cross sectional area and
tensile strength to withstand the applied tensile
force.
The end connection often cause a loss of
efficiency due to loss of area at Bolt holes and
eccentricity of the connection.
23. Tensile capacity of an axially loaded Member.
4.6.1 Tension capacity
The tension capacity Pt of a member should
generally be obtained from:
Pt = pyAe
Ae is the sum of the effective net areas ae of all the
elements of the cross-section, determined from 3.4.3,
but not more than 1.2 times the total net area An.
Py Design strenth from Table 9
24. 3.4.3 Effective net area
The effective net area Ae of each element of a cross-
section with bolt holes should be determined from:
Ae = KeΣan but ae≤ ag
in which the effective net area coefficient Ke is given by:
— for grade S 275: Ke = 1.2
— for grade S 355: Ke = 1.1
— for grade S 460: Ke = 1.0
— for other steel grades: Ke = (Us/1.2)/py
where
ag is the gross area of the element;
an is the net area of the element;
py is the design strength;
Us is the specified minimum tensile strength
25. 4.6.2 Members with eccentric connections
If members are connected eccentric to their axes, the
resulting moments should generally be allowed for in accordance
with 4.8.2. However, angles, channels or T-sections with eccentric
end connections may be treated as axially loaded by using the
reduced tension capacity given in 4.6.3.
4.6.3.1 Single angle, channel or T-section
members
For a simple tie, designed as axially loaded, consisting of a
single angle connected through one leg only, a single channel
connected only through the web or a T-section connected only
through the flange, the tension capacity should be obtained as
follows:
— for bolted connections: Pt = py(Ae – 0.5a2)
— for welded connections: Pt = py(Ag – 0.3a2)
26. in which:
a2 = Ag – a1
where
Ag is the gross cross-sectional area, see 3.4.1;
a1 is the gross area of the connected element,
taken as the product of its thickness and the overall
leg width for an angle, the overall depth for a channel
or the flange width for a T-section.
4.6.3.2 Double angle, channel or T-section
members
— for bolted connections: Pt = py(Ae – 0.25a2)
— for welded connections: Pt = py(Ag – 0.15a2)
27. Example 01
Check whether the angle section 150x90x15 in
grade S275 steel can withstand a design axial
tension force of 750 KN if
Connected by long leg by using 16 mm diameter
Bolt.
Connected by Short leg by using 16 mm
diameter Bolt.
Connected by long leg by using 6mm weld.
Connected by Short leg by using 6mm weld.
28. • Example 2
Determined the tensile capacity of a connection shown
in figure (a) and (b). The steel grade S275 and the Bolt
are 20 mm diameter.
29. Design Considerations
• A compression members subjects to direct
pushing action, Fails due to buckling.
– It may be either by overall flexural buckling or
by local buckling of thin plate elements of the
section.
• Bending is often induced in a compression
member due to eccentric connections and
lateral loading on the member.
Design of Compression Members
30. • Overall Flexural buckling is governed by the
slenderness ratio
– Which depends on
• Length of the Member
• Type of end resistance
• Cross sectional shape
• Type of the Member
• Local Buckling
– Depends on the slenderness of the components
plate elements of the section
– Sections are classified into Plastic, Compact,
Semi Compact, or Slender depending on the
width to thickness ratios.(Table 11, 12)
31.
32.
33. Determination of Compression capacity
• For Plastic, Compact or Semi Compact Sections
Pc = Ag.Pc
• For Slender Sections
Pc = Aeff.Pcs
Where
Aeff :- Effective cross Sectional Area ( cl 3.6)
Ag :- Gross cross sectional Area(cl 3.4.1)
Pc :- Compressive strength (cl 4.7.5)
Pcs :- value of Pc for a reduced slenderness of
λ(Aeff/Ag)0.5 In which λ is based on the radius of
gyration r of the gross cross section.
34. • The compressive strength Pc of a section is
obtained from strut tables 24 (a) to (d).
• Table 23 indicates for any shape, thickness of
steel and the axis of buckling, which of the
four struts Tables 24(a) to 24(d)
Pc depends on:-
– Slenderness λ (cl 4.7.2)
– Design strength Py (table 9 & cl 3.6)
λ = Effective length (Le) / Radius of Gyration ( r )
Le given in Table 22.
35.
36.
37.
38. Design of flexural members
Design considerations
A flexural or bending member commonly referred as a beam
is subject to a compression of tensile, compressive and
shear stresses.Thus a beam could fail in a number of
different modes.
• The beam could fail when the maximum tensile and
compressive stresses have reached the yield stresses of steel.
• The beam also fails when the maximum shear stress is
exceeded.
• The compressive forces in the section could also fail by lateral
torsional buckling and or local buckling cause premature
failure
• Concentrated forces acting through the web can also cause
thin web sections to buckle or crush.
• Excessive deflection may also be considered a design failure.
39. Determination of shear capacity of a flexural
Member (cl 4.2.3)
The Shear capacity Pv given by:
Where;-
Py - is the design strength from Table 9
Av - is the shear area of section as defined in cl 4.2.3
43. Design of connections
Design considerations
However much care and attention is given to the
determination of structural layout and member sizes,
the resulting structure will not behave as the designer
intends unless due consideration is given to the
connections between such members.
The connections must be
– Capable of transmitting the forces and moments that the
members have to resist.
– Easy to install, inspect and maintain
– Economical
44. Design of connections
Design considerations
However much care and attention is given to the
determination of structural layout and member sizes,
the resulting structure will not behave as the designer
intends unless due consideration is given to the
connections between such members.
The connections must be
– Capable of transmitting the forces and moments that the
members have to resist.
– Easy to install, inspect and maintain
– Economical
45. Bolt Connections
Bolts subject to shear forces can fail in deferent ways.
– Shear on Bolt Shank
– Bearing on plate and Bolt
– Tension Failure of plates
– Insufficient end distance.
46.
47. Determination of shear capacity of a bolt. (cl 6.3.2)
Shear capacity of a bolt, Ps is given by
48. Diameter of Bolt (mm) Tensile area of Bolt (mm2)
12 84.5
16 157
20 245
22 303
24 353
49. Large joints (cl 6.3.2.3)
When Tg ≥ 5d,
Where,
Tg is the total thickness of connection.
d is the Bolt diameter.
Large joints (cl 6.3.2.5)
When Lj ≥ 500 mm,
Where,
Lj is the Joint length in mm
53. Determination of Tensile capacity of a bolt.
(cl 6.3.4)
The tensile force for bolt Ft transmitted by the connection
should not exceed the nominal tension capacity Pnom of the
Bolt.
54. Faster Spacing, end and edge distances.(cl 6.2)
Minimum Spacing - 2.5 d (d = Nominal diameter of the bolt)
Maximum Spacing - 14 t ( t = thickness of thinner element)
Minimum end and edge
distance
- 1.25x Ø hole (rolled, machine flame cut)
- 1.4 x Ø hole (sheared, hand flame cut)
Maximum edge distance - 11 x t x ε (ε = (275/Py)0.5 , t = thickness)
55. Example :03
Check whether the M16 Bolts (G 4.6) shown in figure are
capable of carrying the axial force of 100 KN in the bracing
member. Assume slandered clearance at Bolt hole.
Example :04
Determined the maximum axial force that can be resisted
by the plate joint shown in the figure. Assume slandered
clearance at hole and steel grade S275.
56. Welding Connections (Cl 6.7)
Design strength Pw (Cl 6.8.5)
Design strength pw of a fillet weld is obtained from table 37
6.8.2 Effective length
The effective length of a fillet weld should be taken as the length
over which the fillet is full size. In the absence of better
information this may be taken as equal to the overall length, less
one leg length s for each end that does not continue around a
corner. A fillet weld with an effective length less than 4s or less
than 40 mm should not be used to carry load.
57.
58. 6.8.3 Throat size
The effective throat size a of a fillet weld should be taken as
the perpendicular distance from the root of the weld to a
straight line joining the fusion faces that lies just within the
cross-section of the weld, see Figure 29.
59. Example :05
Check whether the welded connection shown in figure A
& B can withstand an Design axial force of 166KN. Assume
6mm fillet welled using 35EC