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.
This document discusses types of bolt connections based on arrangement of bolts and plates, mode of load transmission, and nature and location of load. There are two main types of joints subjected to axial loads: lap joints and butt joints. Butt joints are preferable to lap joints because the load is split between members, eliminating eccentricity and bending. Bolt connections can fail due to shear, bearing, or tension failures of bolts or plates. The design strength of bolts is governed by their strength in shear, bearing, or tension with safety factors applied.
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
The document discusses bolted connections, describing different types of bolts according to material, strength, shear type, fit, pitch, and head shape. It outlines advantages like strength, speed of installation, and easy removal compared to rivets. Disadvantages include reduced strength in axial tension and from loosening under vibration. Types of bolted joints include lap, butt, shop, and field joints. Analysis and design of bolted connections is similar to rivets, accounting for bolt strength based on nominal diameter. Design of bolted shear connections uses laws of friction to calculate load capacity based on number of interfaces and clamping force. An example problem is given to design a doubly bolted lap joint.
This document provides an overview of structural steel connections using bolting and welding. It discusses the benefits of structural steel construction and the unique aspects of steel erection. The two primary connection methods, bolting and welding, are explained. Structural bolting is covered in detail, including bolt types, sizes, parts of the assembly, and different bolted joint types such as bearing and slip-critical joints. Considerations for structural welding are also presented. The document aims to provide technical background knowledge for bolting and welding in structural steel construction.
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 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.
This document discusses types of bolt connections based on arrangement of bolts and plates, mode of load transmission, and nature and location of load. There are two main types of joints subjected to axial loads: lap joints and butt joints. Butt joints are preferable to lap joints because the load is split between members, eliminating eccentricity and bending. Bolt connections can fail due to shear, bearing, or tension failures of bolts or plates. The design strength of bolts is governed by their strength in shear, bearing, or tension with safety factors applied.
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
The document discusses bolted connections, describing different types of bolts according to material, strength, shear type, fit, pitch, and head shape. It outlines advantages like strength, speed of installation, and easy removal compared to rivets. Disadvantages include reduced strength in axial tension and from loosening under vibration. Types of bolted joints include lap, butt, shop, and field joints. Analysis and design of bolted connections is similar to rivets, accounting for bolt strength based on nominal diameter. Design of bolted shear connections uses laws of friction to calculate load capacity based on number of interfaces and clamping force. An example problem is given to design a doubly bolted lap joint.
This document provides an overview of structural steel connections using bolting and welding. It discusses the benefits of structural steel construction and the unique aspects of steel erection. The two primary connection methods, bolting and welding, are explained. Structural bolting is covered in detail, including bolt types, sizes, parts of the assembly, and different bolted joint types such as bearing and slip-critical joints. Considerations for structural welding are also presented. The document aims to provide technical background knowledge for bolting and welding in structural steel construction.
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.
Steel connections are used to join steel members like beams and columns. There are different types of connections classified by connecting medium like bolted, welded, and riveted. Bolted connections are common and cost-effective. Welded connections provide rigidity but require careful welding and inspection. Common connections include single and double plate angle connections for beams to columns, and seated and top-and-bottom angle connections for moments. Proper connections allow complex steel structures to be designed and fabricated.
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.
1) Connections are an important part of steel structures as they allow different structural elements to act together as a single unit by transferring forces between members. Common types of connections include riveted, bolted, welded, and pinned connections.
2) Bolted connections use bolts with heads and threaded ends to connect structural elements. Steel washers are often included to distribute clamping pressure and prevent bearing on connected pieces.
3) Design of bolted connections considers factors like bolt grade, type of joint, edge and end distances, pitch, and capacity in shear, tension, and bearing to ensure the connection can safely transfer loads between members. Failure can occur in bolts or connected elements due to various limit
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,
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.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
This document provides an overview of wind load calculation procedures according to the International Building Code (IBC) 2012 and American Society of Civil Engineers (ASCE) 7-10 standards. It defines important terms related to wind loads and explains changes made in ASCE 7-10 from the previous ASCE 7-05 standard. The major wind load calculation procedures covered are the directional procedure for buildings of all heights, the envelop procedure for low-rise buildings, and the wind tunnel procedure. Steps of the directional procedure are outlined, including determining the risk category, basic wind speed, wind parameters, velocity pressure coefficients, and velocity pressure.
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.
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.
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.
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 presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
The document discusses machine foundations used in the oil and gas industry. It begins by introducing the different types of machines, such as centrifugal and reciprocating machines, and how they are classified based on speed. It then discusses the various types of foundations used to support these machines, including block foundations and frame foundations. The document outlines the inputs needed for foundation design, which include project specifications, soil parameters, and machine details from the vendor. It describes the process of analyzing machine foundations, including dynamic and static analyses. Key aspects like natural frequencies, displacements, and strength are evaluated.
Welded connections can join metal pieces through a metallurgical bond. Common welded joints include butt joints, fillet welds, slot welds, and plug welds. Fillet welds join surfaces at right angles and have a triangular cross-section. Specifications cover weld sizes, lengths, and stresses. Advantages of welding include increased strength and reduced weight, while disadvantages include potential cracking and distortion during cooling. Design of welded joints involves calculating weld sizes and lengths to transmit required loads based on permissible stresses.
This document discusses the design of pile caps, which connect piles to the superstructure. It provides an example of designing a pile cap to support two piles and a column. Key steps include:
1) Calculating pile cap dimensions based on loads and pile arrangement.
2) Using the truss analogy to design tension reinforcement.
3) Checking punching and vertical line shear stresses.
4) Calculating distribution steel based on code requirements.
The example calculates reinforcement for a pile cap supporting two 600mm diameter piles under 3000kN load. It checks capacity against punching and vertical line shear stresses.
Rcc design and detailing based on revised seismic codesWij Sangeeta
The document summarizes important provisions of revised seismic codes affecting reinforced concrete (RCC) design and detailing, including:
- Revisions to building configuration definitions, load combinations, and stiffness modifiers.
- Prohibitions on certain structural systems without adequate experimentation/analysis.
- Revisions to design eccentricity, foundation isolation, column/beam sizing and reinforcement, and ductility provisions.
- Updates to standards IS:13920 regarding concrete grade, beam-column joints, lap splices, transverse reinforcement, and special confining reinforcement.
- Queries raised regarding compliance of existing/under construction buildings and clarification needed for irregular geometries.
UNIT 2 PREFABRICATION COMPONENTS | CE8022 PREFABRICATED STRUCTURESVenkateswaran S
Presented about Behaviour and types of structural components – Large panel systems – roof and floor slabs – Walls panels - Beams - Columns - Shear walls as per anna university
Trusses Analysis Of Statically DeterminateAmr Hamed
The document discusses the analysis of statically determinate trusses. It describes the characteristics of determinate trusses, including their slender members, pinned/bolted/welded joints, and loads acting at joints with members in tension or compression. It also discusses terminology and selection criteria for different types of trusses used in roofs and bridges. The document outlines the assumptions and methods for analyzing trusses, including the method of joints and method of sections.
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.
INTRODUCTION
Built-up columns are used when
the heiĀht oÿ the column is such
that a rolled section cannot
provide a sufficiently larĀe radius
oÿ Āyration. Built-up columns
consist Āenerally oÿ two or ÿour
shapes connected toĀether by
cover plates perÿorated at intervals
with access holes.
PROPERTIES
● PHYSICAL PROPERTIES:
1. r = 7850 kg/m3 = 78.5 kN/ m3
2. E= 2x 105 N/ mm2
3. Poison ratio = 0.3
● MECHANICAL PROPERTIES:
PROPERTIES
1. DUCTILITY:
● Ability of material to change its shape without fracture
Mild steel - high ductility
High carbon steel - low ductility
2. TOUGHNESS & BRITTLE FRACTURE:
● Ability of material to resist (absorb) impact load like earthquake load, machine load etc…,
● Requires both strength and ductility
3. TEMPERATURE:
At high temp. Strength reduces
4. CORROSION:
Steel corrodes in moist air, sea water and acid. Adopted painting, metallic coating.plastic coating, using corrosion
resistant steel to resist corrosion
5. HARDNESS:
● Resistance of the material to intentions and scratching
● Brinell hardness, rockwell hardness number are used to measure hardness
6. FATIGUE:
● Damage of material to cyclic loading
● Occurs due to moving loads, vibration in bridge
ADVANTAGES
Advantages of steel beam constructions
● Recyclable
Structural steel is recyclable, unlike many other construction materials. This plays a biĀ part in
reducinĀ construction waste.
● Durable
Structural steel structures such as steel beams have a hiĀh strenĀth to weiĀht ratio, makinĀ it quite
durable. It can withstand hiĀher stress, as compared to an equivalent mass oÿ wood or stone,
without ÿracture. The durability oÿ structural steel structures is one oÿ the advantaĀes that makes it
desirable ÿor the construction oÿ tall skyscrapers and bridĀes.
● Corrosion and rust resistant
Construction material such as wood has a low liÿe expectancy as they are likely to Āet rotten ÿaster.
The chemical composition oÿ steel beams makes them resistant to corrosion and rust that may
otherwise affect the durability oÿ the structure. Due to this advantaĀe, the liÿe expectancy oÿ
structures made usinĀ steel beams is hiĀher as compared to other construction materials.
DISADVANTAGES
Disadvantages of steel beam constructions
● High maintenance cost
The cost oÿ maintenance oÿ steel beams is hiĀh. Coats oÿ expensive paints have to be applied reĀularly on
the surÿace oÿ the beams to prevent corrosion. This action to increase the resistance oÿ the steel beam
aĀainst corrosion adds to the cost oÿ maintenance oÿ the structure.
● Less resistant to fire
Steel beams have little resistance to fire as compared to concrete beams. In case oÿ fire, the strenĀth oÿ
steel beams Āets reduced, puttinĀ the structure at risk.
● Difficult to manoeuvre
Steel beams are heavier than wooden beams, makinĀ it difficult ÿor workers to work with them. It is also
difficult to manoeuvre steel beam structures. Thereÿore, saÿety becomes a biĀĀer concern at a construction
site when workinĀ with ste
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.
Steel connections are used to join steel members like beams and columns. There are different types of connections classified by connecting medium like bolted, welded, and riveted. Bolted connections are common and cost-effective. Welded connections provide rigidity but require careful welding and inspection. Common connections include single and double plate angle connections for beams to columns, and seated and top-and-bottom angle connections for moments. Proper connections allow complex steel structures to be designed and fabricated.
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.
1) Connections are an important part of steel structures as they allow different structural elements to act together as a single unit by transferring forces between members. Common types of connections include riveted, bolted, welded, and pinned connections.
2) Bolted connections use bolts with heads and threaded ends to connect structural elements. Steel washers are often included to distribute clamping pressure and prevent bearing on connected pieces.
3) Design of bolted connections considers factors like bolt grade, type of joint, edge and end distances, pitch, and capacity in shear, tension, and bearing to ensure the connection can safely transfer loads between members. Failure can occur in bolts or connected elements due to various limit
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,
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.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
This document provides an overview of wind load calculation procedures according to the International Building Code (IBC) 2012 and American Society of Civil Engineers (ASCE) 7-10 standards. It defines important terms related to wind loads and explains changes made in ASCE 7-10 from the previous ASCE 7-05 standard. The major wind load calculation procedures covered are the directional procedure for buildings of all heights, the envelop procedure for low-rise buildings, and the wind tunnel procedure. Steps of the directional procedure are outlined, including determining the risk category, basic wind speed, wind parameters, velocity pressure coefficients, and velocity pressure.
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.
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.
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.
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 presentation is on design of welded and riveted connections in steel structures. in this presentation we learn briefly about these connections and design terminology about these connections.
The document discusses machine foundations used in the oil and gas industry. It begins by introducing the different types of machines, such as centrifugal and reciprocating machines, and how they are classified based on speed. It then discusses the various types of foundations used to support these machines, including block foundations and frame foundations. The document outlines the inputs needed for foundation design, which include project specifications, soil parameters, and machine details from the vendor. It describes the process of analyzing machine foundations, including dynamic and static analyses. Key aspects like natural frequencies, displacements, and strength are evaluated.
Welded connections can join metal pieces through a metallurgical bond. Common welded joints include butt joints, fillet welds, slot welds, and plug welds. Fillet welds join surfaces at right angles and have a triangular cross-section. Specifications cover weld sizes, lengths, and stresses. Advantages of welding include increased strength and reduced weight, while disadvantages include potential cracking and distortion during cooling. Design of welded joints involves calculating weld sizes and lengths to transmit required loads based on permissible stresses.
This document discusses the design of pile caps, which connect piles to the superstructure. It provides an example of designing a pile cap to support two piles and a column. Key steps include:
1) Calculating pile cap dimensions based on loads and pile arrangement.
2) Using the truss analogy to design tension reinforcement.
3) Checking punching and vertical line shear stresses.
4) Calculating distribution steel based on code requirements.
The example calculates reinforcement for a pile cap supporting two 600mm diameter piles under 3000kN load. It checks capacity against punching and vertical line shear stresses.
Rcc design and detailing based on revised seismic codesWij Sangeeta
The document summarizes important provisions of revised seismic codes affecting reinforced concrete (RCC) design and detailing, including:
- Revisions to building configuration definitions, load combinations, and stiffness modifiers.
- Prohibitions on certain structural systems without adequate experimentation/analysis.
- Revisions to design eccentricity, foundation isolation, column/beam sizing and reinforcement, and ductility provisions.
- Updates to standards IS:13920 regarding concrete grade, beam-column joints, lap splices, transverse reinforcement, and special confining reinforcement.
- Queries raised regarding compliance of existing/under construction buildings and clarification needed for irregular geometries.
UNIT 2 PREFABRICATION COMPONENTS | CE8022 PREFABRICATED STRUCTURESVenkateswaran S
Presented about Behaviour and types of structural components – Large panel systems – roof and floor slabs – Walls panels - Beams - Columns - Shear walls as per anna university
Trusses Analysis Of Statically DeterminateAmr Hamed
The document discusses the analysis of statically determinate trusses. It describes the characteristics of determinate trusses, including their slender members, pinned/bolted/welded joints, and loads acting at joints with members in tension or compression. It also discusses terminology and selection criteria for different types of trusses used in roofs and bridges. The document outlines the assumptions and methods for analyzing trusses, including the method of joints and method of sections.
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.
INTRODUCTION
Built-up columns are used when
the heiĀht oÿ the column is such
that a rolled section cannot
provide a sufficiently larĀe radius
oÿ Āyration. Built-up columns
consist Āenerally oÿ two or ÿour
shapes connected toĀether by
cover plates perÿorated at intervals
with access holes.
PROPERTIES
● PHYSICAL PROPERTIES:
1. r = 7850 kg/m3 = 78.5 kN/ m3
2. E= 2x 105 N/ mm2
3. Poison ratio = 0.3
● MECHANICAL PROPERTIES:
PROPERTIES
1. DUCTILITY:
● Ability of material to change its shape without fracture
Mild steel - high ductility
High carbon steel - low ductility
2. TOUGHNESS & BRITTLE FRACTURE:
● Ability of material to resist (absorb) impact load like earthquake load, machine load etc…,
● Requires both strength and ductility
3. TEMPERATURE:
At high temp. Strength reduces
4. CORROSION:
Steel corrodes in moist air, sea water and acid. Adopted painting, metallic coating.plastic coating, using corrosion
resistant steel to resist corrosion
5. HARDNESS:
● Resistance of the material to intentions and scratching
● Brinell hardness, rockwell hardness number are used to measure hardness
6. FATIGUE:
● Damage of material to cyclic loading
● Occurs due to moving loads, vibration in bridge
ADVANTAGES
Advantages of steel beam constructions
● Recyclable
Structural steel is recyclable, unlike many other construction materials. This plays a biĀ part in
reducinĀ construction waste.
● Durable
Structural steel structures such as steel beams have a hiĀh strenĀth to weiĀht ratio, makinĀ it quite
durable. It can withstand hiĀher stress, as compared to an equivalent mass oÿ wood or stone,
without ÿracture. The durability oÿ structural steel structures is one oÿ the advantaĀes that makes it
desirable ÿor the construction oÿ tall skyscrapers and bridĀes.
● Corrosion and rust resistant
Construction material such as wood has a low liÿe expectancy as they are likely to Āet rotten ÿaster.
The chemical composition oÿ steel beams makes them resistant to corrosion and rust that may
otherwise affect the durability oÿ the structure. Due to this advantaĀe, the liÿe expectancy oÿ
structures made usinĀ steel beams is hiĀher as compared to other construction materials.
DISADVANTAGES
Disadvantages of steel beam constructions
● High maintenance cost
The cost oÿ maintenance oÿ steel beams is hiĀh. Coats oÿ expensive paints have to be applied reĀularly on
the surÿace oÿ the beams to prevent corrosion. This action to increase the resistance oÿ the steel beam
aĀainst corrosion adds to the cost oÿ maintenance oÿ the structure.
● Less resistant to fire
Steel beams have little resistance to fire as compared to concrete beams. In case oÿ fire, the strenĀth oÿ
steel beams Āets reduced, puttinĀ the structure at risk.
● Difficult to manoeuvre
Steel beams are heavier than wooden beams, makinĀ it difficult ÿor workers to work with them. It is also
difficult to manoeuvre steel beam structures. Thereÿore, saÿety becomes a biĀĀer concern at a construction
site when workinĀ with ste
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 different types of welded joints used in mechanical assemblies, including butt joints, fillet/lap joints, transverse fillet welds, and parallel fillet welds. It provides formulas to calculate the strength of different welded joint configurations based on factors like weld throat area, plate dimensions, and allowable tensile and shear stresses. Examples are given to demonstrate calculating the required weld lengths for specific plate joining problems based on the given stresses and loads.
This document discusses ductile detailing of reinforced concrete (RC) frames according to Indian standards. It explains that detailing involves translating the structural design into the final structure through reinforcement drawings. Good detailing ensures reinforcement and concrete interact efficiently. Key aspects of ductile detailing covered include requirements for beams, columns, and beam-column joints to improve ductility and seismic performance. Specific provisions are presented for longitudinal and shear reinforcement in beams and columns, as well as confining reinforcement and lap splices. The importance of cover and stirrup spacing is also discussed.
Connections are critical structural elements that join members in steel structures. Common connection types include bolted, welded, and bolted-welded combinations. Connections are classified based on the connecting medium, type of forces transmitted, and elements joined. Riveted connections were previously common but have been replaced by bolted connections which are faster and cheaper to install. Welded connections provide rigidity but require careful design to avoid cracking. Modern connections often combine bolting and welding for strength and economy. Shear and moment connections behave differently in transmitting forces between members like beams and columns. Proper connection design is important for structural integrity and safety.
This document discusses metal stitching, which is a method of repairing cracks in cast metals without welding. It involves drilling holes perpendicular to cracks and inserting pins that overlap and exert pressure to draw the crack sides together. Two main types of pins - L-series and C-series - are used depending on the application. Metal stitching is used to repair items like propeller hubs, steam turbines, and crankshafts due to its ability to perform repairs onsite with minimal dismantling. The advantages include cold repairs with no distortion, a pressure-tight seal along cracks, and quick return to service.
Flange Bolts Australasia Brochure 2016 - A Division of WDS Groupfbabolt
Flange Bolts Australasia (FBA) is one of the most recognized names in specialised flanged hex products and 12 point fasteners. Before we enter 2017, here is a quick reminder of what makes Flange Bolts Australasia (FBA) different the all other flange products suppliers. For the 2017 brochure, keep a look out at fbabolt.com.au.
1. The document discusses different types of joints used to connect structural components including knuckle joints, welded joints, and fillet joints.
2. Knuckle joints provide flexibility and angular movement, while welded joints create a permanent connection through fusion. Fillet joints are made by overlapping plates and welding their edges.
3. The document provides equations to calculate the strength of various welded and fillet joint configurations based on the load applied and permissible stress levels. Examples are given of calculating weld sizes for different joint geometries under static and fatigue loading conditions.
Presentation 4 - Bolted and Welded Connections.pptxnarayanch1979
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design-and-drawing Steel structures
1. DESIGN OF STEEL STRUCTURES 13
UNIT II
BOLTED CONNECTIONS
A bolt may be defined as a metal pin with a head at one end and a shank threaded at the other
end to receive a nut as in Fig 1.0(a). Steel washers are usually provided under the bolt as well as
under the nut to serve two purposes:
1. To distribute the clamping pressure on the bolted member, and
2. To prevent the threaded portion of the bolt from bearing on the connecting pieces.
In order to assure proper functioning of the connection, the parts to be connected must be tightly
clamped between the bolt between the bolt head and nut. If the connection is subjected
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2. DESIGN OF STEEL STRUCTURES 14
vibrations, the nuts must be locked in position. Bolted connections are quit similar to riveted
connections in behaviour but have some distinct advantages as follows:
1. The erection of the structure can be speeded up, and
2. Less skilled persons are required.
The general objections to the use of bolts are:
1. Cost of material is high: about double that of rivets.
2. The tensile strength of the bolt is reduced because of area reduction at the root of the
thread and also due to stress concentration.
3. Normally these are of a loose fit excepting turned bolts and hence their strength is
reduced.
4. When subjected to vibrations or shocks bolts may get loose.
Uses
1. Bolts can be used for making end connections in tensions and compression member.
2. Bolts can also be used to hold down column bases in position.
3. They can be used as separators for purlins and beams in foundations, etc.
Types
There are several types of bolts used to connect the structural elements. Some of the bolts
commonly used are:
a) Unfinished bolts
b) Turned bolts
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3. DESIGN OF STEEL STRUCTURES 15
c) Ribbed bolts
d) High strength bolts
e) Interference bolts
UNFINISHED BOLTS
Unfinished bolts are also called ordinary, common, rough or black bolts. There are used for light
structures (purlins, bracings, etc.) under static loads. They are not recommended for connections
subjected to impact load, vibrations and fatigue. Bolts are forged from low carbon rolled steel
circular rods, permitting large tolerances. Ordinary structural bolts are made from mild steel with
square or hexagonal head, as shown in Fig 1.0(b). Square heads cost less but hexagonal heads
give a better appearance, are easier to hold by wrenches and require less turning space. The bolt
hole is punched about 1.6mm more than the bolt diameter. The nuts on bolts are tightened with
spud wrenches, producing little tension. Therefore, no clamping force is induced on the sections
jointed. Sometimes a hole is drilled in the bolt and a cotter pin with a castellated nut is used to
prevent the nut from turning on the bolt, as shown in Fig 1.0(c). the connections with unfinished
bolts are designed in a similar way as all the riveted connections except that the permissible
stresses are reduced to account for tolerances provide on shank and threaded portion of the bolts.
The requirements regarding pitch and edge distance are same as that for rivets. The permissible
stresses are as given in Table 8.1 of I.S:800-1984.
TURNED BOLTS
These are similar to unfinished bolts, with the differences that the shank of these bolts is formed
from a hexagonal rod. The surfaces of the bolts are prepared carefully and are machined to fit in
the hole. Tolerances allowed are very small. These bolts have high shear and bearing resistance
as compared to unfinished bolts. However, these bolts are obsolete nowadays. The specifications
for turned bolts are given in I.S:2591-1969.
RIBBED BOLTS
These are also called fluted bolts. The head of the bolt is like a rivet head. The threaded and nut
are provided on the other end of the shank. From the shank core longitudinal ribs project making
the diameter of the shank more than the diameter of the hole. These ribs cut grooves into the
connected members while tightening and ensure a tight fit. These bolts have more resistance to
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4. DESIGN OF STEEL STRUCTURES 16
vibrations as compared to ordinary bolts. The permissible stresses for ribbed are same as that for
rivets.
HIGH STRENGTH BOLT
These bolts are called friction grip bolts. These are made from bars of medium carbon steel.
Their high strength is achieved through quenching and tempering processes or by alloying steel.
Steel washers of hard steel or carburized steel are provided as shown in Fig1.0 (d), to evenly
distribute the clamping pressure on the bolted member and to prevent the threaded portion of the
bolt from bearing on the connecting pieces. If the bolts are tightened by the turn of nut method,
the nut is made snug and is tightened a half turn more by hand wrenches, then the washers are
not required. The vibrations and impact resistance of the joint is also improved. The nut and head
of the bolts are kept sufficiently large to provide an adequate bearing area. The specifications for
high strength bolts are laid in I.S:3757-1972 and I.S: 4000-1967. These bolts have a tensile
strength several times that of the ordinary bolts. High strength bolts have replaced rivets and are
being used in structures, such as high rise buildings, bridges, machines etc. Due to their distinct
advantages and vital use, high strength bolts are discussed below in some detail.
Advantages of high strength bolts
High strength friction grip (HSFG) bolts have replaced the rivets because of their distinct
advantages as discussed below. However, the material cost is about 50% greater than that of
ordinary bolts and special workmanship is required in installing and tightening these bolts.
1. These provide a rigid joint. There is no slip between the elements connected
2. Large tensile stresses are developed in bolts, which in turn provide large clamping force
to the elements connected. High frictional resistances is developed providing a high static
strength the joint.
3. Because of the clamping action, load is transmitted by friction only and the bolts are not
subjected to shear and bearing.
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5. DESIGN OF STEEL STRUCTURES 17
4. The frictional resistance is effective outside the hole and therefore lesser load is
transmitted through the net section. Thus, the possibility of failure at the net section is
minimized.
5. There are no stress concentrations in the holes; therefore, the fatigue strength is more.
6. The tension in bolts is uniform. Also the bolts are tensioned up to proof load hence; the
nuts are prevented from loosening
7. Few persons are require to make the connections, thus cost is reduced.
8. Noise nuisance is not there as these bolts are tightened with wrenches.
9. The hazard of fire is not there and there is no danger of tossing of the bolt.
10. Alterations can be done easily.
11. For some strength, lesser number of bolts are required as compared to rivets which brings
overall economy.
Principles of high strength bolts
The shank of the high strength bolts does not fully fill the hole. So shear and bearing are not the
criteria for load transmission as is in the case of rivets, which fill the hole completely. The nut is
tightened to develop a clamping force on the plates which is indicated as the tensile force T in
the Bolt. This tension should be about 90% of proof load. When a shear load is applied to the
joint no slip will occur until the shear load exceeds the frictional resistance between the elements
jointed. When shear load exceeds the frictional resistance a slip occurs. On further increase of
this load, the gradual slipping brings the bolt in contact with the plate edges.
The horizontal frictional forces F, is induced in the joints which is equal to the tensile force T, as
in Fig.1.0(d), in the bolts multiplied by the coefficient of friction.
F = µT
This frictional force F should exceed the applied force P on the member.
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6. DESIGN OF STEEL STRUCTURES 18
µ= Coefficient of friction or slip factor, is defined as ratio of the load per effective interface
required to produce slip in a pure shear joint to the proof load induced in bolt. When the element
surfaces are free from paint, dust, etc. its value is 0.45.
PIN CONNECTIONS
When two structural members are connected by means of a cylindrical shaped pin, the
connection is called a pin connection. Pins are manufactured from mild steel bars with diameters
ranging from 9 to 330 mm. Pin connections are provided when hinged joints are required, i.e.,
for the connection where zero moment of free rotation is desired. Introduction of a hinge
simplifies the analysis by reducing indeterminacy. These also reduce the secondary stresses.
These connections cannot resist longitudinal tension. For satisfactory working it is necessary to
minimize the friction between the and members connected. High grade machining is done to
make the pin and pin hole surface smooth and frictionless. Pins are provided in the following
cases:
1. Tie rod connections water tanks and elevated bins
2. As diagonal bracing connections in beams and columns
3. Truss bridge girders
4. Hinged arches
5. Chain-link cables suspension bridges
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7. DESIGN OF STEEL STRUCTURES 19
Various types of pins used for making the connections are forged steel pin, undrilled pin and
dilled pin. To make a pin connection, one end of the bar is forged like a fork and a hole is
drilled in this portion. The end of the other bar to be connected is also forged and an eye is
made. A hole is drilled into it in such a way that it matches with the hole on the fork end bar.
The eye bar is inserted in the jaws of the fork end and a pin is placed. Both the forged ends
are made octagonal for a good grip. The pin in the joint is secured by means of a cotter pin or
screw, as shown in Fig. 2.13.
FAILURE OF BOLTED JOINTS
The bolted joint may fail in any of the following six ways, out of which some failures can be
checked by adherence to the specifications of edge distance. Therefore, they are not of much
importance, whereas the others require due consideration.
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8. DESIGN OF STEEL STRUCTURES 20
Shear failure of bolts (Fig. 2.3 (a))
The shear stress in the bolt may exceed the working shear stress in the bolt. Shear stresses are
generated because the plates slip due to applied forces.
Shear failure of plates (Fig. 2.3(b))
The internal pressure of overdriven (shank length more than the grip) bolts placed at a lesser
edge distance than specified causes this failure. This can be checked by providing proper
edge distance between the center of the hole and the end of the plate as specified by I.S.800.
Tension or tearing failure of plates (Fig. 2.3(c))
The tensile stress in the plate at the net cross-section may exceed the working tensile stress.
Tearing failure occurs when bolts are stronger than the plates.
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9. DESIGN OF STEEL STRUCTURES 21
Splitting of plates (Fig. 2.3(d))
Bolts may have been placed at a lesser edge distance than required causing the plates to split
or shear out.
Bearing failure of plates (Fig. 2.3(e))
The plate may be crushed when the bearing stress in the plate exceeds the working bearing
stress.
Bearing failure of bolts (Fig. 2.3(f))
The bolt is crushed around the half circumference. The plate may be strong in bearing and
the heaviest stressed plate may press the bolt.
TYPES OF RIVETED JOINTS
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10. DESIGN OF STEEL STRUCTURES 22
There are two types of riveted joints: lap joint and butt joint.
Lap joint The two members to be connected are overlapped and connected together. Such a
joint is called a lap joint as in Fig. (a). A single riveted lap joint and a double riveted lap joint
are shown in Figs (b,c) respectively. The load in the lap joint has eccentricity, as the centre of
gravity of load in one member and the centre of gravity of load in the second member are not
in the same line, as shown in Fig. 2.2(d). Therefore, a couple is formed which causes
undesirable bending in the connection and the rivets may fail in tension. To minimize the
effect of bending in lap joints at least two rivets in a line should be provided. Also, due to the
eccentricity the stresses are distributed un-evenly across the contact area between rivets and
the members to be connected. This puts a limitation on the use of lap joints.
Butt joint The two members to be connected are placed end to end. Additional plate/plates
provided on either one or both sides, called cover plates and are connected to the main plates
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11. DESIGN OF STEEL STRUCTURES 23
as in Figs 2.2(e,h). If the cover plate is provided on one side as in Figs 2.2(f), (g), it is called
a single cover butt joint but if the cover plates are provided on both the sides of main plates it
is called a double cover butt joint as shown in Fig. 2.2.(i),(j). It is more desirable to provide a
butt joint than a lap joint for two main reasons:
In the case of double cover butt joint the total shear force to be transmitted by the members is
split into two parts and the force acts on each half as shown in Fig. 2.2(k). But in the case of
lap joint (Fig. 2.2(I), there is only one plane on which the force acts and therefore the shear
carrying capacity of a rivet in a butt joint is double that of a rivet in a lap joint.
In the case of a double cover butt joint, eccentricity of force does not exist and hence bending
is eliminated, whereas it exists in the case of a lap joint.
Design of Bearing Bolts Subjected to Eccentric Loading Causing Moment in
the Plane Perpendicular to the Plane of Group of Bolts.
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12. DESIGN OF STEEL STRUCTURES 24
This type of connection is shown in Fig. 3.23. Referring to Fig. 3.28, let P be factored load at an
eccentricity ‘e’. Then the section is subjected to a direct shear force P and moment M = Pxe.
If there are ‘n’ numbers of bolts in the connection, direct design shear force on each bolt is given
by,
Vsb = P/n
The moment causes tension in top side and compression in the bottom side. On tension side, only
bolts resist load but on compression side entire contact zone between the columns and the
connecting angle resist the load. Hence the neutral axis will be much below in these connections.
It is assumed to lie at a height of 1/7 th of the depth of the bracket, measured from the bottom
edge of the angle.
The variation of the force is as shown in Fig. 3.28(c).
The tensile force in a bolt Tbi is proportional to its distance yi from the line of rotation.
Tbi ∝ yi
= kyi, where k is constant.
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13. DESIGN OF STEEL STRUCTURES 25
. ‘. k = Tbi / yi
Total moment of resistance M’ provided by bolts in tension.
2
' ∑
∑ =
= i
i
bi ky
y
T
M
2
2
' ∑
∑ =
= i
i
bi
i y
y
T
y
k
M
∑
=
i
i
bi
y
y
M
T 2
'
Or
Total tensile force in bolts
∑
∑ =
=
i
i
bi
y
y
M
T
T 2
'
For equilibrium,
Total tensile force = total compressive force
∑
∑
=
=
i
i
y
y
M
C
T 2
'
Taking moment about neutral axis,
7
3
2
'
h
C
M
M +
=
+
=
∑
∑
i
i
y
y
h
M 2
21
2
1
'
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14. DESIGN OF STEEL STRUCTURES 26
+
=
∑
∑
i
i
y
y
h
M
2
21
2
1
1
'
Tensile force Tdh in extreme bolt can be found.
This equation gives the moment resisted by the bolts in tension from which the maximum tensile
force in the extreme bolt Tb can be calculated. Then the design required is
0
.
1
2
2
≤
+
dh
b
dh
sb
T
T
V
V
Steps to be followed in the design
Step 1: Select nominal diameter ‘d’ of bolts.
Step 2: Adopt a pitch(p) of 2.5d to 3.5d for bolts.
Step 3: Bolts are to be provided in two vertical rows. Number of bolts necessary in each row is
computed from the expression.
( )P
V
M
n
2
6
=
Where M is the moment on the joint and V is the design strength of bolt.
Step 4: Find the direct shear and tensile forces acting on the extreme bolt. If it is HSFG bolted
connection adds prying force [Ref. Fig. 3.28] to direct tension. Check whether the interaction
formula is satisfied.
Example 3.11
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15. DESIGN OF STEEL STRUCTURES 27
Design a suitable bolted bracket connection of a ISHT-75 section attached to the flange of a
ISHB 300 at 577N/m to carry a vertical factored load of 600 kN at an eccentricity of 300 mm.
Use M24 bolts of grade 4.6
Solution:
For M24 bolts of grade 4.6,
D=24mm, do=27mm, fub=400N/mm2
Thickness of flange of ISHT 75 (from steel table) = 9mm
For ISHB 300 @ 577 N/m, thickness of flange = 10.6mm
Therefore, thickness of thinner member = 9mm
Design strength of bolt in single shear =
+ 2
24
4
78
.
0
0
3
400
25
.
1
1
X
X
π
= 65192 N
Design strength of bolts in bearing:
Minimum edge distance e = 1.5xdo=1.5x24 = 40.5 mm
Minimum pitch p =2.5d =2.5x24 = 60 mm
Provide e = 50 mm and p =70mm
Kb is minimum of 0
.
1
,
25
.
0
3
,
3 0
0
and
f
f
d
p
d
e
u
ub
−
i.e., minimum of 0
.
1
410
400
,
25
.
0
27
3
70
,
27
3
50
and
X
X
−
. ‘. Kb = 0.6412
Design strength of bolts in bearing against 9 mm thick web of Tee section
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16. DESIGN OF STEEL STRUCTURES 28
u
b XdtXf
Xk
X 25
.
2
25
.
1
1
=
410
9
24
6142
.
0
25
.
2
25
.
1
1
X
X
X
X
X
=
N
N 65192
109333 >
=
.’. Design strength of bolts V=Vdb = 65192 N
Design tension capacity of bolts
10
.
1
25
.
1
90
.
0 sb
yb
n
ub
bi
A
f
XA
Xf
T <
=
10
.
1
24
4
240
24
4
78
.
0
25
.
1
400
90
.
0
2
2
X
X
X
X
X
X
Tbi
π
π
<
=
= 98703N
Using two rows of bolting, approximately number of bolts required in each row
( ) ( )
87
.
10
70
65192
2
300
1000
600
6
2
6
=
=
=
X
X
X
X
X
P
V
M
n
Provide 11 bolts in each row as show in Fig
h = 50+70x10=750mm
h/7 = 107.14mm
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17. DESIGN OF STEEL STRUCTURES 29
i.e. neutral axis lies between 1st
and 2nd
bolts.
.’. y of second bolt = (50+70)-107.14=12.86mm
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18. DESIGN OF STEEL STRUCTURES 30
∑ = mm
X
y 6
.
3278
2
.'.
2
2
1479142
2
.'.∑ = mm
X
y
Total moment resisted by bolts in tension
+
=
+
=
∑
∑
1479142
2
6
.
3278
2
21
750
2
1
300
1000
600
21
2
1
1
'
2 X
X
X
X
X
y
y
h
M
i
i
=155397179N-mm
Tensile force in extreme bolt due to bending moment
N
X
X
y
y
M
T
i
i
b 33769
86
.
642
1479142
2
155397179
'
2
=
=
=
∑
Direct shear force
N
X
X
Vsb 27273
11
2
1000
600
=
=
Check by interaction formula =
2
2
+
db
b
db
sb
T
T
V
V
2
2
98703
33769
65192
27273
+
=
= 0.292 < 1.0
Hence the bots are safe. Provide bots as shown in Fig. 3.29.
SHEAR CAPACITY OF HSFG BOLTS
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19. DESIGN OF STEEL STRUCTURES 31
As stated in Fig, these are the bolts made of high tensile steel which are pretensioned and then
provided with nuts. The nuts are clamped also. Hence resistance to shear force is mainly by
friction.
There are two types of HSFG bolts. They are parallel shank and waisted shank type. Parallel
shank type HSFG bolts are designed for no-slip at serviceability loads. Hence they slip at higher
loads and slip into bearing at ultimate loads. Hence such bolts are checked for their bearing
strength at ultimate load. Waisted shank HSFG bolts are designed for no slip even at ultimate
load and hence there is no need to check for their bearing strength.
Vnsf = µf ne Kh F0
Where,
µf = Co-efficient of friction (Called slip factor) as specified in Table 3.1.
ne = number of effective interfaces offering frictional resistance to this slip.
[Note: ne = 1 for lap joints and 2 for double cover butt joints]
Kh = 1.0 for fasteners in clearance holes
= 0.85 for fasteners in oversized and short slotted holes and for long slotted holes located
perpendicular to the slot.
=0.70 for fasteners in long slotted holes loaded parallel to the slot.
F0 = Minimum bolt tension at installation and may be taken as Anb f0
Anb = net area of the bolt at threads
= 2
4
78
.
0 d
π
f0 = Proof stress = 0.70 fub
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20. DESIGN OF STEEL STRUCTURES 32
The slip resistance should be taken as
Vsf = Vnsf /1.10
Where,
=1.10, if the slip resistance is designed at service load (Parallel shank HSFG)
=1.25, if the slip resistance is designed at ultimate load (Waisted shank HSFG).
It may be noted that the reduction factors specified (Fig. 3.11) for bearing bolts hold good for
HSFG bolts also.
For commonly used HSFG bolts (Grade 8.8), yield stress fyb =640 Mpa and ultimate stress fub
=800 N/mm2
Example 3.12
Determine the shear capacity of bolts used in connecting two plates as shown in Fig.3.30
1. Slip resistance is designated at service load
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21. DESIGN OF STEEL STRUCTURES 33
2. Slip resistance is designated at ultimate load
Given:
HSFG bolts of grade 8.8 are used.
Fasteners are in clearance holes
Coefficient of friction = 0.3
Solution:
For HSFG bolts of grade 8.8,
For fasteners in clearance holes Kh = 1.0
Coefficient of friction µf =0.3
.’. Nominal shear capacity of a bolt
Vnsf = µf nc Kh F0
Where F0 = 0.7 fub Anb
= 2
20
4
78
.
0
800
7
.
0 X
X
X
X
π
ne=2, since it is double cover butt joint
(i) Design capacity of one bolt, if slip resistance is designated at service load
Vnsf = 0.3 x 2 x1.0 x137225
= 82335 N
= 82335/1.1 =74850 N
Therefore design capacity of joint = 6 x 74850, since 6 bolts are used
= 449099 N
= 449.099 kN
(ii) Design capacity of one bolt, if the slip resistance is designated at ultimate load
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22. DESIGN OF STEEL STRUCTURES 34
= 82335/1.25 =65868 N
Therefore design capacity of joint = 6 x 65868, since 6 bolts are used
= 395208 N
= 395.208 kN
In case (i), bearing strength at ultimate load should be checked. If it is low that will be the
governing factor.
TENSION RESISTANCE OF HSFG BOLTS
The expression for nominal tension strength of HSFG bolts is also as that for bearing bolts. i.e,
m
mb
sb
yb
n
ub
nf A
f
XA
Xf
T
γ
γ
≤
= 9
.
0
m
sb
yb
mb
n
ub
df
A
f
A
f
T
γ
γ
≤
=
9
.
0
Where
An = net tensile area as specified in various parts of IS 1367, it may be taken as the area at the
root of the thread
= 2
4
78
.
0 d
π
Asb = shanke area.
γmb = 1.25, γm = 1.1
fub for bolts of grade 8.8 is 800 MPa and fyb = 640 MPa.
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23. DESIGN OF STEEL STRUCTURES 35
INTERACTION FORMULA FOR COMBINED SHEAR AND TENSION
If bolts are under combined action of shear and axial tension, the interaction formula to be
satisfied is
0
.
1
2
2
≤
+
df
f
df
sf
T
T
V
V
PRYING FORCES
In the design of HSFG bolts subjected to tensile forces, an additional force, called as prying force
Q is to be considered. These additional forces are mainly due to flexibility of connected plates.
Consider the connection of a T-section to a plate as shown in Fig 3.31, subject to tensile force
2Te.
As tensile force acts, the flange of T-section bends in the middle portion and presses connecting
plates near bolts. It gives rise to additional contact forces known as prying forces. During late
80s and early 90s lot of research works were published regarding assessing prying force. IS 800-
2007 has accepted the following expression
−
=
y
c
e
e
c
y
l
l
t
b
f
T
l
l
Q 2
4
0
27
2
βη
Where
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24. DESIGN OF STEEL STRUCTURES 36
Q = prying force
2Te = total applied tensile force
ly = distance from the bolt centre line to the toe of the fillet weld or to half the root radius for a
rolled section.
lc = distance between prying forces and bolt centre line and is the minimum of either the end
distance or the value given by:
y
c
f
f
t
l 0
1
.
1
β
=
β = 2 for non-pretensioned bolts and for pretensioned bolts
η = 1.5
be = effective width of flange per pair of bolts.
f0 = Proof stress in consistent units
t = thickness of end plate.
Note that prying forces do not develop in case of ordinary bolts, since when bolt failure takes
place contact between the two connecting plates is lost (Ref. Fig. 3.32).
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25. DESIGN OF STEEL STRUCTURES 37
Example
The joint shown in fig has to carry a factored load of 180kN. End plate used is of size 160 mm x
40 mm x 16 mm. The bolts used are M20 HSFG of grade 8.8. Check whether the design is safe.
Solution:
Assuming 8 mm weld and edge distance 40mm,
ly = 160/2 – 8-8-40 = 24 mm
y
c
f
f
t
l 0
1
.
1
β
=
For plates, f0 = 0.7 fu, fu =410 MPa and fy =250 MPa
<
=
= 86
.
18
250
410
7
.
0
1
16
1
.
1
X
X
X
lc
< Edge distance
lc = 18.86 mm
Prying force is given by,
−
=
y
c
e
e
c
y
l
l
t
b
f
T
l
l
Q 2
4
0
27
2
βη
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26. DESIGN OF STEEL STRUCTURES 38
β = 1.0, for pretensioned bolts.
η = 1.5
be = 140mm, t = 16mm.
f0 = 0.7 x 800 = 560MPa
−
= 2
4
24
86
.
18
27
16
140
560
5
.
1
1
90000
86
.
18
2
24
X
X
X
X
X
X
X
Q
= 40545 N
Therefore tension to be resisted by the bolt
T = T+Q = 90000 + 40545 =130545 N
Tension capacity of the bolt
25
.
1
9
.
0 ub
ub A
f
=
25
.
1
20
4
78
.
0
800
9
.
0 2
X
X
X
X
π
=
=141145 N > 130545 N
Hence the design is safe.
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