The document discusses the design of bolted and welded structural connections. It covers topics such as:
1) Connections must be designed for strength limit states and be symmetrical about member axes.
2) Slip-critical bolted connections resist shear through pre-tensioned bolts generating friction, while bearing connections transmit load through bolt bearing and shear.
3) Design of bolted connections involves checking the nominal shear and bearing resistances of bolts and connected materials against factored loads.
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 provides instructions for conducting pull-out tests to determine the compressive strength of concrete. It states that pull-out tests should be confirmed to BS 1881 Part 207 and give a direct tensile strength value. It describes how inserts can be cast into wet concrete or positioned in hardened concrete using an under-reamed groove. When testing, at least four pull-out tests should be performed at each location and a loading rate of 0.5 ± 0.2 kN/s should be used for 25mm diameter inserts. The compressive strength can then be calculated from the direct tensile strength value obtained during testing.
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
Visit : https://teacherinneed.wordpress.com/
1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
This document discusses the slope-deflection method for analyzing beams and frames. It provides the theory and equations of the slope-deflection method. Examples are included to demonstrate how to use the method to determine support reactions, member end moments, and draw bending moment and shear force diagrams.
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.
1) Two-way slabs are slabs that require reinforcement in two directions because bending occurs in both the longitudinal and transverse directions when the ratio of longest span to shortest span is less than 2.
2) The document discusses various types of two-way slabs and design methods, focusing on the direct design method (DDM).
3) Using the DDM, the total factored load is first calculated, then the total factored moment is distributed to positive and negative moments. The moments are further distributed to column and middle strips using factors that consider the slab and beam properties.
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.
The document discusses various types of structural loads that act on steel buildings, including dead loads, live loads, and roof live loads. It provides examples of how to calculate the tributary area for different structural elements like beams, columns, and slabs. It also explains how to calculate dead loads from structural components and how live loads may be reduced based on the tributary area supported using reduction factors from the ASCE standards. Roof live loads can also be reduced using two reduction factors based on the slope and tributary area. Three examples are provided to demonstrate calculating loads on different structural elements.
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 provides instructions for conducting pull-out tests to determine the compressive strength of concrete. It states that pull-out tests should be confirmed to BS 1881 Part 207 and give a direct tensile strength value. It describes how inserts can be cast into wet concrete or positioned in hardened concrete using an under-reamed groove. When testing, at least four pull-out tests should be performed at each location and a loading rate of 0.5 ± 0.2 kN/s should be used for 25mm diameter inserts. The compressive strength can then be calculated from the direct tensile strength value obtained during testing.
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
Visit : https://teacherinneed.wordpress.com/
1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
This document discusses the slope-deflection method for analyzing beams and frames. It provides the theory and equations of the slope-deflection method. Examples are included to demonstrate how to use the method to determine support reactions, member end moments, and draw bending moment and shear force diagrams.
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.
1) Two-way slabs are slabs that require reinforcement in two directions because bending occurs in both the longitudinal and transverse directions when the ratio of longest span to shortest span is less than 2.
2) The document discusses various types of two-way slabs and design methods, focusing on the direct design method (DDM).
3) Using the DDM, the total factored load is first calculated, then the total factored moment is distributed to positive and negative moments. The moments are further distributed to column and middle strips using factors that consider the slab and beam properties.
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.
The document discusses various types of structural loads that act on steel buildings, including dead loads, live loads, and roof live loads. It provides examples of how to calculate the tributary area for different structural elements like beams, columns, and slabs. It also explains how to calculate dead loads from structural components and how live loads may be reduced based on the tributary area supported using reduction factors from the ASCE standards. Roof live loads can also be reduced using two reduction factors based on the slope and tributary area. Three examples are provided to demonstrate calculating loads on different structural elements.
Welded connections in steel structures - Limit State Design of Steel StructuresAshishVivekSukh
Two members are connected by means of welds is known as welded connection.
More efficient use of the materials.
Earlier designers considered welds as less fatigue resistant.
Good welds achive at site is impossible.
Testing and quality control of welds became easier because NDT
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.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document summarizes the design of a raft foundation for a given structure. Key details include:
- The raft is divided into three strips (C-C, B-B, A-A) in the x-direction based on soil pressure.
- Maximum soil pressure is 60.547 kN/m^2 and maximum bending moment is 445.02 kNm.
- The required raft depth is determined to be 860 mm to resist bending and punching shear.
- Longitudinal and transverse reinforcement of 20 mm bars at 200 mm and 220 mm centers respectively are designed.
This document provides information about a software module for designing reinforced concrete beams and slabs. It describes the module's capabilities for analyzing continuous beams and slabs under pattern loading and moment redistribution. It also summarizes the module's design approach, code compliance, analysis methods, and output capabilities like bending schedules.
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.
American Society of Civil Engineers
Minimum Design Loads for Buildings and Other Structures
2010
--------------------------
Te invito a que visites mis sitios en internet:
_*Canal en youtube de ingenieria civil_*
https://www.youtube.com/@IngenieriaEstructural7
_*Blog de ingenieria civil*_
https://thejamez-one.blogspot.com
Prestressed concrete combines high-strength concrete and high-strength steel in an active manner by tensioning steel tendons and holding them against the concrete, putting it into compression. This transforms concrete from a brittle to a more elastic material. It allows for optimal use of each material's properties and better behavior under loads. Prestressed concrete was pioneered in the 1930s and its use has expanded, finding applications in bridges and other structures. Common methods are pretensioning and post-tensioning, using various tendon types, with bonded or unbonded configurations. Tensioning is done using mechanical, hydraulic, electrical or chemical devices.
The document provides details on the design procedure for beams. It discusses estimating loads, analyzing beams to determine shear forces and bending moments, and designing beams. The design process involves selecting the beam size and shape, calculating the effective span, determining critical moments and shears, selecting reinforcement, and checking requirements such as shear capacity, deflection limits, and development lengths. An example problem demonstrates designing a singly reinforced concrete beam with a span of 5 meters to support a working live load of 25 kN/m.
This document discusses the design of continuous beams. It notes that continuous beams must be designed to resist hogging moments at supports in addition to sagging moments in spans. An example three-span continuous beam is then designed. The beam has a total factored load of 80.57 kN/m and 6.1m spans. Elastic analysis finds maximum moments of 239.94 kN.m in end spans and -299.80 kN.m at interior supports. The beam is designed with a depth of 530mm and reinforcement is checked for bending, shear, development length, and deflection requirements.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is designed based on the column's expected loads and dimensions using methods specified in design codes like BS 8110.
Module 1 Behaviour of RC beams in Shear and TorsionVVIETCIVIL
This document summarizes key concepts related to shear and torsion behavior in reinforced concrete beams. It discusses modes of cracking in shear, shear failure modes, critical sections for shear design, the influence of axial forces and longitudinal reinforcement on shear strength, and shear transfer mechanisms. The key points covered include web shear cracking, flexure-shear cracking, diagonal tension failure, shear-compression and shear-tension failures, and the four mechanisms that contribute to shear transfer: aggregate interlock, dowel action, stirrups, and the interaction between axial compression and shear strength.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
1) The document discusses the analysis of flanged beam sections like T-beams and L-beams. It covers topics like effective flange width, positive and negative moment regions, and ACI code provisions for estimating effective flange width.
2) Examples are provided for analyzing a T-beam and an L-beam section. This includes calculating the effective flange width, checking steel strain, minimum reinforcement requirements, and computing nominal moments.
3) Reinforcement limitations for flange beams are also outlined, covering requirements for flanges in compression and tension.
1) Eccentric connections experience both direct axial forces and bending moments due to eccentric loads. This results in more complex stress distributions compared to concentric connections.
2) For bracket connections with eccentric loads, the direct shear stress and bending stress due to the moment must be calculated and combined using the Pythagorean theorem.
3) For welded joints with eccentric loads, both the direct shear stress and bending stress in the weld must be determined and combined, considering the weld geometry, load magnitude and eccentricity. The resultant stress must satisfy allowable stress criteria.
- There are four main methods to measure the load carrying capacity of piles: static methods, dynamic formulas, in-situ penetration tests, and pile load tests.
- The ultimate load capacity (Qu) of an individual pile or pile group equals the sum of the point resistance (Qp) at the pile tip and the shaft resistance (Qs) developed along the pile shaft through friction between the soil and pile.
- Meyerhof's method is commonly used to calculate Qp in sand based on the effective vertical pressure at the pile tip multiplied by the bearing capacity factor Nq.
The document provides steps for designing different structural elements:
1. Design of a beam subjected to torsion including calculation of torsional and bending moments, determination of steel requirements, and detailing.
2. Design of continuous beams involving calculation of bending moments and shears, reinforcement sizing, shear design, deflection check, and detailing including curtailment.
3. Design of circular water tanks with both flexible base and rigid base using approximate and IS code methods. This includes sizing hoop and vertical tension reinforcement, sizing wall thickness, designing cantilever sections and base slabs, and providing detailing diagrams.
The document discusses design requirements for bolted and welded structural connections. Key points include:
1) Connections must be designed for both strength and serviceability limit states. Slip-critical bolted connections resist shear through friction and must not slip under service loads.
2) Bolted connections can be designed as either slip-critical or bearing-type depending on loading conditions. Slip-critical connections rely on pretensioned bolts while bearing connections transmit load through bolt bearing and shear strength.
3) Proper bolt pretension, hole size, edge and end distances must be provided to develop the full strength of slip-critical and bearing-type bolted connections. Weld quality is important for
The document discusses design requirements for bolted and welded structural connections. Key points include:
1) Connections must be designed for both strength and serviceability limit states. Slip-critical bolted connections resist shear through friction and must not slip under service loads.
2) Bolted connections can be designed as either slip-critical or bearing-type depending on loading conditions. Slip-critical connections rely on pretensioned bolts while bearing connections transmit load through bolt bearing and shear strength.
3) Proper bolt pretension, hole size, edge and end distances must be considered for bolted connection design according to specifications. Welded connections require quality control due to potential subsurface defects.
Welded connections in steel structures - Limit State Design of Steel StructuresAshishVivekSukh
Two members are connected by means of welds is known as welded connection.
More efficient use of the materials.
Earlier designers considered welds as less fatigue resistant.
Good welds achive at site is impossible.
Testing and quality control of welds became easier because NDT
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.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document summarizes the design of a raft foundation for a given structure. Key details include:
- The raft is divided into three strips (C-C, B-B, A-A) in the x-direction based on soil pressure.
- Maximum soil pressure is 60.547 kN/m^2 and maximum bending moment is 445.02 kNm.
- The required raft depth is determined to be 860 mm to resist bending and punching shear.
- Longitudinal and transverse reinforcement of 20 mm bars at 200 mm and 220 mm centers respectively are designed.
This document provides information about a software module for designing reinforced concrete beams and slabs. It describes the module's capabilities for analyzing continuous beams and slabs under pattern loading and moment redistribution. It also summarizes the module's design approach, code compliance, analysis methods, and output capabilities like bending schedules.
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.
American Society of Civil Engineers
Minimum Design Loads for Buildings and Other Structures
2010
--------------------------
Te invito a que visites mis sitios en internet:
_*Canal en youtube de ingenieria civil_*
https://www.youtube.com/@IngenieriaEstructural7
_*Blog de ingenieria civil*_
https://thejamez-one.blogspot.com
Prestressed concrete combines high-strength concrete and high-strength steel in an active manner by tensioning steel tendons and holding them against the concrete, putting it into compression. This transforms concrete from a brittle to a more elastic material. It allows for optimal use of each material's properties and better behavior under loads. Prestressed concrete was pioneered in the 1930s and its use has expanded, finding applications in bridges and other structures. Common methods are pretensioning and post-tensioning, using various tendon types, with bonded or unbonded configurations. Tensioning is done using mechanical, hydraulic, electrical or chemical devices.
The document provides details on the design procedure for beams. It discusses estimating loads, analyzing beams to determine shear forces and bending moments, and designing beams. The design process involves selecting the beam size and shape, calculating the effective span, determining critical moments and shears, selecting reinforcement, and checking requirements such as shear capacity, deflection limits, and development lengths. An example problem demonstrates designing a singly reinforced concrete beam with a span of 5 meters to support a working live load of 25 kN/m.
This document discusses the design of continuous beams. It notes that continuous beams must be designed to resist hogging moments at supports in addition to sagging moments in spans. An example three-span continuous beam is then designed. The beam has a total factored load of 80.57 kN/m and 6.1m spans. Elastic analysis finds maximum moments of 239.94 kN.m in end spans and -299.80 kN.m at interior supports. The beam is designed with a depth of 530mm and reinforcement is checked for bending, shear, development length, and deflection requirements.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is designed based on the column's expected loads and dimensions using methods specified in design codes like BS 8110.
Module 1 Behaviour of RC beams in Shear and TorsionVVIETCIVIL
This document summarizes key concepts related to shear and torsion behavior in reinforced concrete beams. It discusses modes of cracking in shear, shear failure modes, critical sections for shear design, the influence of axial forces and longitudinal reinforcement on shear strength, and shear transfer mechanisms. The key points covered include web shear cracking, flexure-shear cracking, diagonal tension failure, shear-compression and shear-tension failures, and the four mechanisms that contribute to shear transfer: aggregate interlock, dowel action, stirrups, and the interaction between axial compression and shear strength.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
1) The document discusses the analysis of flanged beam sections like T-beams and L-beams. It covers topics like effective flange width, positive and negative moment regions, and ACI code provisions for estimating effective flange width.
2) Examples are provided for analyzing a T-beam and an L-beam section. This includes calculating the effective flange width, checking steel strain, minimum reinforcement requirements, and computing nominal moments.
3) Reinforcement limitations for flange beams are also outlined, covering requirements for flanges in compression and tension.
1) Eccentric connections experience both direct axial forces and bending moments due to eccentric loads. This results in more complex stress distributions compared to concentric connections.
2) For bracket connections with eccentric loads, the direct shear stress and bending stress due to the moment must be calculated and combined using the Pythagorean theorem.
3) For welded joints with eccentric loads, both the direct shear stress and bending stress in the weld must be determined and combined, considering the weld geometry, load magnitude and eccentricity. The resultant stress must satisfy allowable stress criteria.
- There are four main methods to measure the load carrying capacity of piles: static methods, dynamic formulas, in-situ penetration tests, and pile load tests.
- The ultimate load capacity (Qu) of an individual pile or pile group equals the sum of the point resistance (Qp) at the pile tip and the shaft resistance (Qs) developed along the pile shaft through friction between the soil and pile.
- Meyerhof's method is commonly used to calculate Qp in sand based on the effective vertical pressure at the pile tip multiplied by the bearing capacity factor Nq.
The document provides steps for designing different structural elements:
1. Design of a beam subjected to torsion including calculation of torsional and bending moments, determination of steel requirements, and detailing.
2. Design of continuous beams involving calculation of bending moments and shears, reinforcement sizing, shear design, deflection check, and detailing including curtailment.
3. Design of circular water tanks with both flexible base and rigid base using approximate and IS code methods. This includes sizing hoop and vertical tension reinforcement, sizing wall thickness, designing cantilever sections and base slabs, and providing detailing diagrams.
The document discusses design requirements for bolted and welded structural connections. Key points include:
1) Connections must be designed for both strength and serviceability limit states. Slip-critical bolted connections resist shear through friction and must not slip under service loads.
2) Bolted connections can be designed as either slip-critical or bearing-type depending on loading conditions. Slip-critical connections rely on pretensioned bolts while bearing connections transmit load through bolt bearing and shear strength.
3) Proper bolt pretension, hole size, edge and end distances must be provided to develop the full strength of slip-critical and bearing-type bolted connections. Weld quality is important for
The document discusses design requirements for bolted and welded structural connections. Key points include:
1) Connections must be designed for both strength and serviceability limit states. Slip-critical bolted connections resist shear through friction and must not slip under service loads.
2) Bolted connections can be designed as either slip-critical or bearing-type depending on loading conditions. Slip-critical connections rely on pretensioned bolts while bearing connections transmit load through bolt bearing and shear strength.
3) Proper bolt pretension, hole size, edge and end distances must be considered for bolted connection design according to specifications. Welded connections require quality control due to potential subsurface defects.
The document discusses design considerations for bolted and welded connections. For bolted connections, it describes requirements for slip-critical and bearing-type bolted connections. It provides equations for calculating the nominal shear and bearing resistances of bolts. For welded connections, it describes fillet and groove welds. It provides the equation for calculating the shear strength of a fillet weld and notes limitations on weld sizes.
This document provides design guidelines for bolted and welded connections. It discusses designing connections for strength and serviceability limit states. Specific guidelines are provided for designing slip-critical bolted connections, bearing-type bolted connections, and fillet welded connections. Design procedures include determining the number and size of bolts or welds required based on the applied loads and capacities of the connection elements.
This document provides design guidelines for bolted and welded connections. It discusses designing connections for strength and serviceability limit states. Specific guidelines are provided for designing slip-critical bolted connections, bearing-type bolted connections, and fillet welded connections. Design of bolted connections involves checking the slip resistance, bolt shear strength, and plate bearing strength. Fillet welded connections are designed based on the shear strength of the weld and base metal.
This document provides design guidelines for connections using bolted and welded connections. It discusses designing slip-critical and bearing-type bolted connections. For welded connections, it covers designing fillet welds and calculating their shear strength based on weld size and electrode strength. Guidelines are provided for selecting electrode strength based on base metal strength. The document also discusses designing the base metal in shear for welded connections.
This document discusses riveted connections and their design. It covers the different types of riveted joints like lap joints and butt joints. It provides specifications for riveted connections like the gross diameter of rivets, gauge, pitch and edge distance. It also discusses the types of failures in riveted connections and how to calculate the strength of riveted joints based on the strength of rivets in shear and bearing and the strength of plates in tension. The efficiency of riveted joints is defined. Examples of calculating rivet values are also provided.
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.
Tension members are structural elements subjected to direct tensile loads. Their strength depends on factors like length of connection, size and spacing of fasteners, cross-sectional area, fabrication type, connection eccentricity, and shear lag. Failure can occur through gross section yielding, net section rupture, or block shear. Design involves selecting a member with sufficient gross area to resist factored loads in yielding, then checking strength considering net section rupture and block shear failure modes.
This document provides information about riveted joints, including definitions of common riveted joint types like lap joints and butt joints. It describes important terminology used in riveted joints like pitch, back pitch, and margin. Potential failure modes of riveted joints like tearing of plates, shearing of rivets, and crushing are explained. The document also discusses the efficiency of riveted joints and provides steps for designing longitudinal butt joints for boilers according to Indian Boiler Regulations, including how to determine rivet diameter, pitch, row spacing, and strap thickness. Eccentrically loaded riveted joints are also addressed.
Unit 3 Temporary and Permanent Joints.pptxCharunnath S V
This document discusses various types of temporary and permanent joints, including threaded fasteners, riveted joints, and welded joints. It provides details on different types of riveted joints, methods of riveting, types of threaded elements, and thread terminology. The document also covers topics such as bolted joints, failures in bolts, stresses on threaded fasteners, and problems involving eccentric loading conditions.
Machine Design and Industrial Drafting.pptxNilesh839639
This document discusses various types of shaft couplings, including:
- Sleeve or muff couplings, which consist of a hollow sleeve that slides over the shaft ends. Rigid couplings like clamp couplings work similarly but the sleeve is split into halves.
- Flange couplings have two separate cast iron flanges mounted on each shaft and bolted together. Marine flange couplings have the flanges forged integrally with the shafts.
- Flexible couplings like bushed-pin couplings allow some misalignment of the connected shafts using rubber or leather bushes over the coupling bolts. Oldham and universal couplings can accommodate other types of shaft misalignment.
The document provides design procedures and equations for determining
This document discusses bolted connections and their design. It covers the following key points:
- There are different types of bolted connections depending on the loading, including tension, shear, and hanger connections. Bolts can fail due to shear or tension.
- Failure modes of bolted connections include shear failure of bolts, failure of connected members, edge tearing of plates, and excessive bearing deformation at bolt holes.
- The AISC specification provides provisions for calculating the shear strength of bolts and bearing strength of connected plates, including minimum bolt spacings and edge distances.
- Design tables are provided for determining the shear strength of individual and multiple bolts, and the bearing strength of plates
Here are the key steps to design a double angle tension member and gusset plated bolted connection system to carry a factored tensile load of 100 kips:
1. Select the size of double angle member based on required strength and other design considerations like availability, cost, etc. Let's assume we select a pair of L6x6x1/2 angles.
2. Check the net tensile strength of the selected double angle section. For L6x6x1/2 angles, the net tensile strength would be greater than 100 kips based on the properties provided in the steel manual.
3. Design the bolted connection between the double angle member and gusset plate. Select
This document discusses the analysis of singly and doubly reinforced concrete beam sections. It begins by defining singly reinforced sections as having tension reinforcement only, while doubly reinforced sections have reinforcement in both tension and compression zones. Design steps are provided for both section types, including calculating loads, moments, reinforcement areas, and shear reinforcement. Formulas and assumptions used in the design process are also outlined. The goal is for students to learn to properly design reinforced concrete beam sections based on given structural loads and material properties.
This document discusses the analysis of singly and doubly reinforced concrete beam sections. It provides definitions and design approaches for singly reinforced, doubly reinforced, and flanged beam sections. The key steps in the design process are outlined, including calculating loads and moments, checking for section type, sizing tension and compression reinforcement, and designing shear reinforcement. Design examples are provided for a singly reinforced and a doubly reinforced concrete beam according to BS 8110 design code standards.
The document provides information about designing and analyzing a cotter joint. It discusses the components of a cotter joint, including the cotter pin, socket, and spigot. It outlines various failure modes to consider in design, such as tensile failure of the rods, shear failure of the cotter pin, and crushing failure of the socket end. Empirical equations are presented for determining dimensions based on factors like applied load, material properties, and stress limits. Design procedures are described step-by-step, and examples are included to demonstrate applying the equations to size cotter joint components.
07-Strength of Bolted Connections (Steel Structural Design & Prof. Shehab Mou...Hossam Shafiq II
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Connection design
1. CONNECTION DESIGN
• Connections must be designed at the strength limit state
– Average of the factored force effect at the connection and the force effect
in the member at the same point
– At least 75% of the force effect in the member
• End connections for diaphragms, cross-frames, lateral bracing for
straight flexural members - designed for factored member loads
• Connections should be symmetrical about member axis
– At least two bolts or equivalent weld per connection
– Members connected so that their gravity axes intersect at a point
– Eccentric connections should be avoided
• End connections for floorbeams and girders
– Two angles with thickness > 0.375 in.
– Made with high strength bolts
If welded account for bending moment in design
2. BOLTED CONNECTIONS
• Slip-critical and bearing type bolted connections.
• Connections should be designed to be slip-critical where:
– stress reversal, heavy impact loads, severe vibration
– joint slippage would be detrimental to the serviceability of the structure
• Joints that must be designed to be slip-critical include
– Joints subject to fatigue loading or significant load reversal.
– Joints with oversized holes or slotted holes
– Joints where welds and bolts sharing in transmitting load
– Joints in axial tension or combined axial tension and shear
• Bearing-type bolted connections can be designed for joints
subjected to compression or joints for bracing members
3. SLIP-CRITICAL BOLTED CONNECTION
• Slip-critical bolted connections can fail in two ways: (a) slip at the
connection; (b) bearing failure of the connection
• Slip-critical connection must be designed to: (a) resist slip at load
Service II; and (b) resist bearing / shear at strength limit states
4. SLIP-CRITICAL BOLTED CONNECTION
• Slip-critical bolted connections can be installed with such a degree
of tightness large tensile forces in the bolt clamp the
connected plates together
• Applied Shear force resisted by friction
Tightened
P
P
TightenedTightened
P
P
P
P
Tb
N =Tb
N =Tb
N =Tb
P
F=µN
Tb
N = Tb
F=µN
N = Tb
N =Tb
P
Tb
N =Tb
Tb
N =Tb
N =Tb
N =Tb
P
F=µN
N =Tb
N =Tb
P
F=µN
Tb
N = Tb
Tb
N = Tb
F=µN
N = Tb
N =Tb
P
F=µN
N = Tb
N =Tb
N = Tb
N =Tb
P
5. SLIP-CRITICAL BOLTED CONNECTION
• Slip-critical connections can resist the shear force using friction.
– If the applied shear force is less than the friction that develops between
the two surfaces, then no slip will occur between them
• Nominal slip resistance of a bolt in a slip-critical connection
– Rn
= Kh
Ks
Ns
Pt
– Where, Pt
= minimum required bolt tension specified in Table 1
Kh
= hole factor specified in Table 1
Ks
= surface condition factor specified in Table 3
6. SLIP-CRITICAL BOLTED CONNECTION
• Faying surfaces
– Unpainted clean mill scale, and blast-cleaned surfaces with Class A coating
– Unpainted blast-cleaned surfaces with Class B coating
Bolt diameter
(in.)
Required Tension
(kips)
A325 A490
5/8 19 24
3/4 28 35
7/8 39 49
1 51 64
1-1/8 56 80
1-1/4 71 102
1-3/8 85 121
1-1/2 103 148
For standard holes 1.0
For oversize and short-slotted holes 0.85
For long slotted holes with the slot
Perpendicular to the force direction
0.70
For long-slotted holes with the slot
Parallel to the force direction
0.60
Values of Kh
Values of Pt
For Class A surface conditions 0.33
For Class B surface conditions 0.50
For Class C surface conditions 0.33
Values of Ks
7. SLIP-CRITICAL CONNECTION
• Connection subjected to tensile force (Tu), which reduces clamping
– Nominal slip resistance should be reduced by (1- Tu
/Pt
)
• Slip is not a catastrophic failure limit-state because slip-critical
bolted connections behave as bearing type connections after slip.
• Slip-critical bolted connections are further designed as bearing-type
bolted connection for the applicable factored strength limit state.
8. BEARING CONNECTION
• In a bearing-type connection, bolts are subjected to shear and the
connecting / connected plates are subjected to bearing stresses :
Bolt in shear
Bearing stresses in plate
Bearing stresses in plate
T
T
T
T
Bolt in shear
Bearing stresses in plate
Bearing stresses in plate
Bolt in shear
Bearing stresses in plate
Bearing stresses in plate
T
T
T
T
9. BEARING CONNECTION
• Bearing type connection can fail in several failure modes
a)Shear failure of the bolts
b)Excessive bearing deformation at the bolt holes in the connected parts
c) Edge tearing or fracture of the connected plate
d)Tearing or fracture of the connected plate between two bolt holes
e)Failure of member being connected due to fracture or block shear or ...
10. BEARING CONNECTION
• Nominal shear resistance of a bolt
– Threads excluded: Rn
= 0.48 Ab
Fub
Ns
– Threads included: Rn
= 0.38 Ab
Fub
Ns
Where, Ab
= area of the bolt corresponding to the nominal diameter
Fub
= 120 ksi for A325 bolts with diameters 0.5 through 1.0 in.
Fub
= 105 ksi for A325 bolts with diameters 1.125 through 1.5 in.
Fub
= 150 ksi for A490 bolts.
Ns
= number of shear planes
• Resistance factor for bolts in shear = φs = 0.80
• Equations above - valid for joints with length < less than 50.0 in.
– If the length is greater than 50 in., then the values from the equations
have to be multiplied by 0.8
11. BEARING CONNECTION
• Effective bearing area of a bolt = the bolt diameter multiplied by the thickness
of the connected material on which it bears
• Bearing resistance for standard, oversize, or short-slotted holes in any
direction, and long-slotted holes parallel to the bearing force:
– For bolts spaced with clear distance between holes greater than or equal to 3.0 d
and for bolts with a clear end distance greater than or equal to 2.0 d
Rn
= 2.4 d t Fu
– For bolts spaced with clear distance between holes less than 3.0 d
and for bolts with clear end distances less than 2.0 d
Rn
= 1.2 Lc
t Fu
Where, d = nominal bolt diameter
Lc
= clear distance between holes or between the hole and the end of the member in
the direction of applied bearing force
Fu
= tensile strength of the connected material
12. BEARING CONNECTION
• SPACING REQUIREMENTS
– Minimum spacing between centers of bolts in standard holes shall not
be less than three times the diameter of the bolt
– For sealing against penetration of moisture in joints, the spacing on a
single line adjacent to the free edge shall satisfy s ≤ (4.0 + 4.0 t) ≤ 7.0
– Minimum edge distances
Bolt diameter
(in.)
Sheared
edge
Rolled or
Gas Cut edge
5/8 1-1/8 7/8
3/4 1-1/4 1
7/8 1-1/2 1-1/8
1 1-3/4 1-1/4
1-1/8 2 1-1/2
1-1/4 2-1/4 1-5/8
1-3/8 2-3/8 1-3/4
13. BOLTED CONNECTION
• Example 1 Design a slip-critical splice for a tension member. For
the Service II load combination, the member is subjected to a
tension load of 200 kips. For the strength limit state, the member is
subjected to a maximum tension load of 300 kips.
– The tension member is a W8 x 28 section made from M270-Gr. 50
steel. Use A325 bolts to design the slip-critical splice.
• Step I. Service and factored loads
– Service Load = 200 kips.
– Factored design load = 300 kips
– Tension member is W8 x 28 section made from M270 Gr.50. The
tension splice must be slip critical (i.e., it must not slip) at service loads.
14. BOLTED CONNECTION
Step II. Slip-critical splice connection
• Slip resistance of one fully-tensioned slip-critical bolt = Rn
= Kh
Ks
Ns
Pt
– φ = 1.0 for slip-critical resistance evaluation
– Assume bolt diameter = d = ¾ in. Therefore Pt
= 28 kips from Table 1
– Assume standard holes. Therefore Kh
= 1.0
– Assume Class A surface condition. Therefore Ks
= 0.33
– Therefore, φRn
= 1.0 x 0.33 x 1 x 28 = 9.24 kips
• Therefore, number of ¾ in. diameter bolts required for splice to be slip-
critical at service loads = 200 / 9.24 = 21.64.
• Therefore, number of bolts required ≥ 22
15. BOLTED CONNECTION
Step III: Layout of flange-plate splice connection
• To be symmetric about centerline, need the number of bolts = multiple of 8.
• Therefore, choose 24 fully tensioned 3/4 in. A325 bolts with layout above.
– Slip-critical strength of the connection = 24 x 9.24 kips = 221.7 kips
• Minimum edge distance (Le
) = 1 in. from Table 4.
– Design edge distance Le
= 1.25 in.
• Minimum spacing = s = 3 x bolt diameter = 3 x ¾ = 2.25 in.
– Design spacing = 2.5 in.
16. BOLTED CONNECTION
Step IV: Connection strength at factored loads
• The connection should be designed as a normal shear/bearing
connection beyond this point for the factored load of 300 kips
• Shear strength of high strength bolt = φ Rn
= 0.80 x 0.38 x Ab
x Fub
Ns
– Equation given earlier for threads included in shear plane.
– Ab
= 3.14 x 0.752
/ 4 = 0.442 in2
– Fub
= 120 ksi for A325 bolts with d < 1-1/8 in.
– Ns
= 1
– Therefore, φRn
= 16.1 kips
• The shear strength of 24 bolts = 16.1 kips/bolt x 24 = 386.9 kips
17. BOLTED CONNECTION
• Bearing strength of 3/4 in. bolts at edge holes (Le
= 1.25 in.)
– φbb
Rn
= 0.80 x 1.2 Lc
t Fu
Because the clear edge distance = 1.25 – (3/4 + 1/16)/2 = 0.84375 in. < 2 d
– φbb
Rn
= 0.80 x 1.2 x 0.84375 x 65 kips x t = 52.65 kips / in. thickness
• Bearing strength of of 3/4 in. bolts at non-edge holes (s = 2.5)
– φbb
Rn
= 0.80 x 2.4 d t Fu
Because the clear distance between holes = 2.5 – (3/4 + 1/16) = 1.6875 in. > 2d
– φbb
Rn
= 0.80 x 2.4 x 0.75 x 65 kips x t = 93.6 kips / in. thickness
• Bearing strength of bolt holes in flanges of wide flange section W8 x 28
(t = 0.465 in.)
– 8 x 52.65 x 0.465 +16 x 93.6 x 0.465 = 892 kips
19. WELDED CONNECTIONS
• Introduction
– The shielded metal arc welding (SMAW) process for field welding.
– Submerged metal arc welding (SAW) used for shop welding –
automatic or semi-automatic process
– Quality control of welded connections is particularly difficult because of
defects below the surface, or even minor flaws at the surface, will
escape visual detection.
– Welders must be properly certified, and for critical work, special
inspection techniques such as radiography or ultrasonic testing must be
used.
20. WELDED CONNECTIONS
• Two most common types of welds are the fillet and the groove weld.
– lap joint – fillet welds placed in the corner formed by two plates
– Tee joint – fillet welds placed at the intersection of two plates.
• Groove welds – deposited in a gap or groove between two parts to be
connected e.g., butt, tee, and corner joints with beveled (prepared) edges
– Partial penetration groove welds can be made from one or both sides with or
without edge preparation.
Fillet weld
Fillet weld
Fillet weldFillet weld
Fillet weldFillet weld
21. WELDED CONNECTIONS
• Design of fillet welded connections
– Fillet welds are most common and used widely
– Weld sizes are specified in 1/16 in. increments
– Fillet welds are usually fail in shear, where the shear failure occurs
along a plane through the throat of the weld
– Shear stress in fillet weld of length L subjected to load P
a
a
Throat = a x cos45o
= 0.707 a
a
a
Throat = a x cos45o
= 0.707 a
Failure Plane
L
•
wLa707.0
P
22. FILLET WELDED CONNECTIONS
• The shear strength of the fillet weld = φe2
0.60 Fexx
– Where, φe2
= 0.80
– Fexx
is the tensile strength of the weld electrode used in the welding process.
It can be 60, 70, 80, 90, 100, 110, or 120 ksi. The corresponding electrodes
are specified using the nomenclature E60XX, E70XX, E80XX, and so on.
• Therefore, the shear strength of the fillet weld connection
– φRn
= φe2
x 0.60 Fexx
x 0.707 a Lw
• Electrode strength should match the base metal strength
– If yield stress (σy
) of the base metal is ≤ 60 - 65 ksi, use E70XX electrode
– If yield stress (σy
) of the base metal is ≥ 60 - 65 ksi, use E80XX electrode
• E70XX is the most popular electrode used for SMAW fillet welds
– For E70XX, φRn
= 0.80 x 0.60 x 70 x 0.707 a Lw
= 0.2375 a Lw
kips
23. FILLET WELDED CONNECTIONS
• The shear strength of the base metal must be considered:
– φ Rn
= φv
x 0.58 Ag
Fy
where, φv
= 1.0
Fy
is the yield strength of the base metal and Ag
is the gross area in shear
Strength of weld in shear Strength of base metal
= 0.80 x 0.60 x Fexx
x 0.707 x a x Lw
= 1.0 x 0.58 x Fy
x t x Lw
T
Elevation
Plan
T
Elevation
Plan
24. FILLET WELDED CONNECTIONS
Limitations on weld dimensions
• Minimum size (amin)
– Weld size need not exceed the thickness of the thinner part joined.
– amin
depends on the thickness of the thicker part joined
– If the thickness of the thicker part joined (T) is less than or equal to ¾ in.
amin
= ¼ in.
– If T is greater than ¾ in. amin
= 5/16 in.
• Maximum size (amax)
– Maximum size of fillet weld along edges of connected parts
– for material with thickness < 0.25 in., amax-
= thickness of the material
– for plates with thickness ≥ 0.25 in., amax
= thickness of material - 1/16 in.
• Minimum length (Lw)
– Minimum effective length of fillet weld = 4 x size of fillet weld
25. FILLET WELDED CONNECTIONS
• Weld terminations and end returns
– End returns must not be provided around transverse stiffeners
– Fillet welds that resist tensile forces not parallel to the weld axis or
proportioned to withstand repeated stress shall not terminate at corners
of parts or members
– Where end returns can be made in the same plane, they shall be
returned continuously, full size around the corner, for a length equal to
twice the weld size (2a)
26. FILLET WELD DESIGN
Example 1 Design the fillet welded connection system for a double
angle tension member 2L 5 x 3½ x 1/2 made from A36 steel to carry
a factored ultimate load of 250 kips.
Step I. Design the welded connection
Considering only the thickness of the angles; amin
= 1/4 in.
Considering only the thickness of the angles; amax
= 1/2 - 1/16 in. = 7/16 in.
Design, a = 3/8 in. = 0.375 in.
Shear strength of weld metal = φ Rn
= 0.80 x 0.60 x FEXX
x 0.707 x a x Lw
= 8.9 x Lw
kips
Strength of the base metal in shear = φ Rn
= 1.0 x 0.58 x Fy
x t x Lw
= 10.44 Lw
kips
Shear strength of weld metal governs, φ Rn
= 8.9 Lw
kips
27. FILLET WELD DESIGN
• Design strength φ Rn
> 250 kips
– Therefore, 8.9 Lw
> 250 kips
– Therefore, Lw
> 28.1 in.
• Design length of 3/8 in. E70XX fillet weld = 30.0 in.
• Shear strength of fillet weld = 267 kips
• Connection layout
– Connection must be designed to minimize eccentricity of loading.
Therefore, the center or gravity of the welded connection must coincide
with the center of gravity of the member.
(d)
Tu
f L2
f L1
L1
L2
3.4 in.
(d)
Tu
f L2
f L1
L1
L2
3.4 in.
28. FILLET WELD DESIGN
• Connection layout
– Connection must be designed to minimize eccentricity of loading.
– The c.g. of the welded connection must coincide with c.g. of the member
– Total length of weld required = 30 in.
– Two angles assume each angle will have weld length of 15 in.
(d)
Tu
f L2
f L1
L1
L2
3.4 in.
(d)
Tu
f L2
f L1
L1
L2
3.4 in.
29. FILLET WELD DESIGN
• The tension force Tu
acts along the c.g. of the member, which is
1.65 in. from the top and 3.35 in. from the bottom (AISC manual).
– Let, f be the strength of the fillet weld per unit length.
Therefore, fL1
+ fL2
= Tu
And fL2
x 3.35 - fL1
x 1.65 = 0 - taking moments about the member c.g.
– Therefore, L1
= 2.0 L2
But, L1
+ L2
= 15.0 in.
– Therefore, L1
= 10 in. and L2
= 5 in.
Design: L1
= 10.0 in. and L2
= 5.0 in.
30. FILLET WELD DESIGN
• Consider another layout
(e)
Tu
f L2
L1
L2
f L1
5f 3.4 in.
(e)
Tu
f L2
L1
L2
f L1
5f 3.4 in.
fL1
+ fL2
+ 5f = Tu
fL2
x 3.5 + 5f x 0.85 - fL1
x 1.65 = 0 - Moment about member c.g.
Additionally, L1
+ L2
+ 5 = 15.0 in.
Therefore, L1
= 7.6 in. and L2
= 2.4 in.
Design: L1
= 8.0 in. and L2
= 3.0 in.
31. Groove Welded Connections
• Connects structural members that are aligned in the same plane
• Basic Types:
– Complete joint penetration groove weld: transmits full load of the member they join
and have the same strength as the base metal.
– Partial penetration groove weld: Welds do not extend completely through the
thickness of the pieces being joined.
32. Groove Welds
Complete penetration groove welded connections
• Tension and compression loaded
– Factored resistance = factored resistance of base metal
• Shear loaded on effective area lesser of
– Factored resistance of weld = 0.6 x φe1 x Fexx = 0.6 x 0.85 x Fexx
– 60% of factored resistance of base metal in tension
Partial penetration groove-welded connections
• Tension or compression parallel to the weld axis and compression normal
to effective area factored resistance of the base metal
• Tension normal to the effective area lesser of
– Factored resistance of the weld = 0.6 φe2 Fexx = 0.60 x 0.80 x Fexx
– Factored resistance of the base metal
• Shear loaded lesser of
– Factored resistance of the weld = 0.6 φe2 Fexx = 0.60 x 0.80 x Fexx
– Factored resistance of base metal = 0.58 Fy