The document discusses the design requirements for lacing, battening, and column bases according to IS 800-2007. It provides details on:
- Two types of lacing systems - single and double
- Design requirements for lacing including angle of inclination, slenderness ratio, effective lacing length, bar width and thickness
- Design of battening including number of battens, spacing, thickness, effective depth, and transverse shear
- Minimum thickness requirements for rectangular slab column bases
It also provides an example problem demonstrating the design of a slab base foundation for a column.
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 guidance on the design of lacing and battens for built-up compression members. It discusses the key design considerations and calculations for both single and double lacing systems, including the angle of inclination, slenderness ratio, effective lacing length, bar width and thickness. Similar guidelines are given for battens, covering spacing, thickness, effective depth, transverse shear and overlap. The document also includes an example problem on designing a slab foundation for a column with given load and material properties.
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.
This document discusses tension members in structural engineering. It defines tension members as linear members that experience axial forces that elongate or stretch the member. Examples given include ropes, ties in trusses, suspenders in bridges. The document discusses the types of cross-sections used for tension members like angles, channels, rods. It also discusses the calculation of net effective sectional area and provides examples. Other topics covered include types of failures in tension members, design strength calculations, limiting slenderness ratios, tension splices, and lug angles.
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.
The document discusses the design of compression members according to IS 800:2007. It defines compression members as structural members subjected to axial compression/compressive forces. Their design is governed by strength and buckling. The two main types are columns and struts. Common cross-section shapes used include channels, angles, and hollow sections. The effective length of a member depends on its end conditions. Slenderness ratio is a parameter that affects the load carrying capacity, with higher ratios resulting in lower capacity. Design involves checking the member for short or long classification, buckling curve classification, and calculating the design compressive strength. Examples are included to demonstrate the design process.
This document discusses eccentric connections in bolted joints. There are two types of eccentric connections: 1) where the load acts in the plane of the bolts (Type I) and 2) where the load acts perpendicular to the plane of bolts (Type II). For Type I, the eccentric load can be replaced with a direct shear force and moment force on each bolt. The bolt farthest from the bolt group center and closest to the load bears the maximum force. For Type II, bolts above the neutral axis experience tension and shear while bolts below press against the connected member. Numerical examples calculate forces in bolts for each type of eccentric connection.
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 guidance on the design of lacing and battens for built-up compression members. It discusses the key design considerations and calculations for both single and double lacing systems, including the angle of inclination, slenderness ratio, effective lacing length, bar width and thickness. Similar guidelines are given for battens, covering spacing, thickness, effective depth, transverse shear and overlap. The document also includes an example problem on designing a slab foundation for a column with given load and material properties.
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.
This document discusses tension members in structural engineering. It defines tension members as linear members that experience axial forces that elongate or stretch the member. Examples given include ropes, ties in trusses, suspenders in bridges. The document discusses the types of cross-sections used for tension members like angles, channels, rods. It also discusses the calculation of net effective sectional area and provides examples. Other topics covered include types of failures in tension members, design strength calculations, limiting slenderness ratios, tension splices, and lug angles.
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.
The document discusses the design of compression members according to IS 800:2007. It defines compression members as structural members subjected to axial compression/compressive forces. Their design is governed by strength and buckling. The two main types are columns and struts. Common cross-section shapes used include channels, angles, and hollow sections. The effective length of a member depends on its end conditions. Slenderness ratio is a parameter that affects the load carrying capacity, with higher ratios resulting in lower capacity. Design involves checking the member for short or long classification, buckling curve classification, and calculating the design compressive strength. Examples are included to demonstrate the design process.
This document discusses eccentric connections in bolted joints. There are two types of eccentric connections: 1) where the load acts in the plane of the bolts (Type I) and 2) where the load acts perpendicular to the plane of bolts (Type II). For Type I, the eccentric load can be replaced with a direct shear force and moment force on each bolt. The bolt farthest from the bolt group center and closest to the load bears the maximum force. For Type II, bolts above the neutral axis experience tension and shear while bolts below press against the connected member. Numerical examples calculate forces in bolts for each type of eccentric connection.
Cases of eccentric loading in bolted jointsvaibhav tailor
This document summarizes the design methodology for joints subjected to eccentric loading for three types: screwed, riveted, and welded joints. For screwed joints, additional equations beyond statics are needed to solve for tensions in the screws since the load causes rotation. Forces are proportional to distance from the rotation point. For riveted joints, additional shear forces appear proportional to distance from the centroid, with direction perpendicular to the line between centroid and rivet. Net forces are found using vector addition. For both, maximum stress must be below allowable to ensure safe design.
The document discusses how to calculate dead load and live load on structural elements like beams and slabs. It provides examples of calculating the dead load of RCC and steel beams based on their size, volume, and material density. Examples are also given for calculating the dead load and live load of RCC slabs based on their dimensions, volume, and material properties. Live load depends on the building usage, with examples given for residential and school buildings. Spanning systems for RCC slabs like one-way and two-way slabs are also briefly described.
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.
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the design of column base plates to resist both axial loads and bending moments. It provides equations to calculate stresses on the base plate and footing. It then gives an example of designing a base plate for a column supporting an axial load of 1735 kN and bending moment of 200 kN.m. The design process involves calculating eccentricity, base plate dimensions, stresses on the footing, required plate thickness, and checking bending in two directions. The example concludes by specifying a base plate of dimensions 750mm x 500mm x 40mm that satisfies all design requirements.
This document discusses various types of beam and column connections used in steel structures. It describes rigid, pinned, and semi-rigid connections. It also discusses different beam to beam connections like web cleat angle, clip and seat angle, and web and seat angle connections. Beam to column connections including web angle, clip and seat angle stiffened and unstiffened are explained. Finally, it covers moment resistant connections like eccentrically loaded, light moment and heavy moment connections and provides examples of designing some typical connections.
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
This document discusses welded connections that experience eccentric loading. It describes two types of eccentrically loaded connections: those that cause twisting moments and those that cause bending moments. For connections with twisting moments, the document explains how to calculate the direct shear stress, torsional stress, and resultant stress. For connections with bending moments, it provides equations to calculate the direct shear stress, bending stress, and resultant stress for both fillet and groove welds. Finally, it includes two examples problems that demonstrate how to analyze and design eccentrically loaded welded connections.
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,
07-Strength of Bolted Connections (Steel Structural Design & Prof. Shehab Mou...Hossam Shafiq II
1. The document discusses different types and grades of bolts used in structural connections including A307, A325, and A490 bolts. It provides nominal tensile and shear strengths for each grade.
2. Bolted connections are classified based on the tightening method as snug-tight, pretensioned, or slip-critical. Pretensioned and slip-critical connections are used for load reversal or combined shear and tension loading.
3. Common methods to fully tension high-strength bolts include the turn-of-nut method, calibrated wrench method, and direct tension indicators.
The document provides an example calculation to determine the factor resistance of a bolted connection considering slip-critical
The document provides details on the design of a reinforced concrete column footing to support a column with a load of 1100kN. It includes calculating the footing size as a 3.5m x 3.5m square to support the load, determining the reinforcement with 12mm diameter bars at 100mm spacing, and checking that the design meets requirements for bending capacity, shear strength, and development length. The step-by-step worked example shows how to analyze and detail the reinforcement of the column footing.
This document provides an example of designing a rectangular reinforced concrete beam. It includes calculating the loads, bending moment, required tension reinforcement, checking shear capacity and deflection. For a simply supported beam with a uniformly distributed load, the document calculates the steel reinforcement area required using formulas and tables. It then checks that the beam satisfies requirements for shear capacity, minimum and maximum steel ratios, and deflection. The document also provides an example of designing a doubly reinforced beam.
The document discusses bolted and welded steel connections. It describes different types of bolts used in structural steel connections and different types of bolted connections, including tension/compression, shear, and moment connections. It also discusses potential failure modes of bolted connections and design considerations to prevent these failures, including bolt shear, bearing, tension, and edge distances. The document then introduces welded connections, describing the welding process and different weld geometries. It discusses strength considerations for groove and fillet welds and design criteria for fillet weld size and length.
Design of short circular axially loaded columngecnads
This document discusses the design of a short circular column with helical reinforcement subjected to axial loading. It provides the governing equations from the Indian standard code IS 456:2000 for calculating the load capacity and design of helical ties. As an example, it then shows the step-by-step design of a 400mm diameter column with M25 concrete and Fe415 steel subjected to 1,500kN axial load. The design satisfies all code requirements for tie spacing, size, and volume.
This document provides information on the structural design of a simply supported reinforced concrete beam. It includes:
- A list of students enrolled in an elementary structural design course.
- Equations and diagrams showing the forces and stresses in a reinforced concrete beam with a singly reinforced bottom section.
- Limits on the maximum depth of the neutral axis according to the grade of steel.
- Examples of analyzing the stresses and determining steel reinforcement for a given beam cross-section.
- A design example calculating the dimensions and steel reinforcement for a rectangular beam with a factored uniform load.
1. Tension members are structural members subjected to axial pulling forces that cause elongation. Examples include wire ropes, stayed bridge decks, and bottom chords of trusses.
2. The design strength of a tension member must be greater than the factored tensile force and is limited by either yielding of the gross section, rupture of the critical section, or block shear failure.
3. Design of tension members considers the type of cross section, connections, and calculations of design strength based on yield strength, ultimate strength, and factors of safety. Safety is checked against tension, shear, and block shear failure modes.
08-Strength of Welded Connections (Steel Structural Design & Prof. Shehab Mou...Hossam Shafiq II
The document discusses the strength of welded connections, including fillet and groove welds. It provides the equations to calculate the strength of fillet welds based on weld size and length. It also provides equations for calculating the strength of gusset plates based on yield strength, tensile strength, and area. An example calculation is shown for a welded connection with longitudinal and transverse welds. The strength is calculated for the welds, angles, and gusset plate. The governing strength is found to be the yielding of the gusset plate at 457.2 kN.
This document contains 9 questions related to mechanics of solids problems involving beams. The questions involve selecting beam sections based on allowable stresses, calculating maximum stresses in beams, and determining maximum loads beams can support. Beam cross sections include W, S, T, and inverted T shapes. Beams are subjected to uniformly distributed loads, concentrated loads, and combinations of loads. Calculations require determining maximum bending moments and stresses given beam properties, loads, and stress allowability criteria.
The document discusses the design of reinforced concrete columns. It provides formulas to calculate the nominal capacity of concentrically loaded columns based on steel ratio and material strengths. Minimum and maximum steel ratios of 1-8% are recommended, with a reasonable range of 1-3%. Clear cover requirements of 40-75mm are outlined depending on soil contact. Tie design considerations include bar diameter, shape, and longitudinal spacing. Spiral reinforcement provides increased ductility and the document discusses formulas for calculating confined concrete strength based on spiral ratio and properties. Minimum spiral ratios and pitch requirements are also provided.
The document provides information on constructing interaction diagrams for reinforced concrete columns. It defines an interaction diagram as a graph showing the relationship between axial load (Pu) and bending moment (Mu) for different failure modes of a column section. The document outlines the design procedure for constructing interaction diagrams, including considering pure axial load, axial load with uniaxial bending, and axial load with biaxial bending. An example is provided to demonstrate constructing the interaction diagram for a given reinforced concrete column cross-section.
There are three main steps to designing a column splice:
1. Determine loads on the splice from axial, bending and shear forces. For axial loads, splices are designed to carry 50% of the load for machined ends or 100% for non-machined ends.
2. Design the splice plates to resist the loads using the yield stress as the design strength. Plate size is calculated based on load and stress.
3. Determine the number and size of bolts required based on the plate load capacity and bolt strengths in shear or bearing. Splice widths match the column and minimum plate thickness is 6mm.
The document discusses guidelines for detailing reinforcement in concrete structures. It begins by defining detailing as the preparation of working drawings showing the size and location of reinforcement. Good detailing ensures reinforcement and concrete interact efficiently. The document then discusses sources of tension in concrete structures from various loading conditions like bending, shear, and connections. It provides equations from AS3600-2009 for calculating minimum development lengths for reinforcing bars to develop their yield strength based on bar size, concrete strength, and transverse reinforcement. It also discusses lap splice requirements. In summary, the document provides best practice guidelines for detailing reinforcement to efficiently resist loads and control cracking in concrete structures.
Cases of eccentric loading in bolted jointsvaibhav tailor
This document summarizes the design methodology for joints subjected to eccentric loading for three types: screwed, riveted, and welded joints. For screwed joints, additional equations beyond statics are needed to solve for tensions in the screws since the load causes rotation. Forces are proportional to distance from the rotation point. For riveted joints, additional shear forces appear proportional to distance from the centroid, with direction perpendicular to the line between centroid and rivet. Net forces are found using vector addition. For both, maximum stress must be below allowable to ensure safe design.
The document discusses how to calculate dead load and live load on structural elements like beams and slabs. It provides examples of calculating the dead load of RCC and steel beams based on their size, volume, and material density. Examples are also given for calculating the dead load and live load of RCC slabs based on their dimensions, volume, and material properties. Live load depends on the building usage, with examples given for residential and school buildings. Spanning systems for RCC slabs like one-way and two-way slabs are also briefly described.
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.
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the design of column base plates to resist both axial loads and bending moments. It provides equations to calculate stresses on the base plate and footing. It then gives an example of designing a base plate for a column supporting an axial load of 1735 kN and bending moment of 200 kN.m. The design process involves calculating eccentricity, base plate dimensions, stresses on the footing, required plate thickness, and checking bending in two directions. The example concludes by specifying a base plate of dimensions 750mm x 500mm x 40mm that satisfies all design requirements.
This document discusses various types of beam and column connections used in steel structures. It describes rigid, pinned, and semi-rigid connections. It also discusses different beam to beam connections like web cleat angle, clip and seat angle, and web and seat angle connections. Beam to column connections including web angle, clip and seat angle stiffened and unstiffened are explained. Finally, it covers moment resistant connections like eccentrically loaded, light moment and heavy moment connections and provides examples of designing some typical connections.
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
This document discusses welded connections that experience eccentric loading. It describes two types of eccentrically loaded connections: those that cause twisting moments and those that cause bending moments. For connections with twisting moments, the document explains how to calculate the direct shear stress, torsional stress, and resultant stress. For connections with bending moments, it provides equations to calculate the direct shear stress, bending stress, and resultant stress for both fillet and groove welds. Finally, it includes two examples problems that demonstrate how to analyze and design eccentrically loaded welded connections.
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,
07-Strength of Bolted Connections (Steel Structural Design & Prof. Shehab Mou...Hossam Shafiq II
1. The document discusses different types and grades of bolts used in structural connections including A307, A325, and A490 bolts. It provides nominal tensile and shear strengths for each grade.
2. Bolted connections are classified based on the tightening method as snug-tight, pretensioned, or slip-critical. Pretensioned and slip-critical connections are used for load reversal or combined shear and tension loading.
3. Common methods to fully tension high-strength bolts include the turn-of-nut method, calibrated wrench method, and direct tension indicators.
The document provides an example calculation to determine the factor resistance of a bolted connection considering slip-critical
The document provides details on the design of a reinforced concrete column footing to support a column with a load of 1100kN. It includes calculating the footing size as a 3.5m x 3.5m square to support the load, determining the reinforcement with 12mm diameter bars at 100mm spacing, and checking that the design meets requirements for bending capacity, shear strength, and development length. The step-by-step worked example shows how to analyze and detail the reinforcement of the column footing.
This document provides an example of designing a rectangular reinforced concrete beam. It includes calculating the loads, bending moment, required tension reinforcement, checking shear capacity and deflection. For a simply supported beam with a uniformly distributed load, the document calculates the steel reinforcement area required using formulas and tables. It then checks that the beam satisfies requirements for shear capacity, minimum and maximum steel ratios, and deflection. The document also provides an example of designing a doubly reinforced beam.
The document discusses bolted and welded steel connections. It describes different types of bolts used in structural steel connections and different types of bolted connections, including tension/compression, shear, and moment connections. It also discusses potential failure modes of bolted connections and design considerations to prevent these failures, including bolt shear, bearing, tension, and edge distances. The document then introduces welded connections, describing the welding process and different weld geometries. It discusses strength considerations for groove and fillet welds and design criteria for fillet weld size and length.
Design of short circular axially loaded columngecnads
This document discusses the design of a short circular column with helical reinforcement subjected to axial loading. It provides the governing equations from the Indian standard code IS 456:2000 for calculating the load capacity and design of helical ties. As an example, it then shows the step-by-step design of a 400mm diameter column with M25 concrete and Fe415 steel subjected to 1,500kN axial load. The design satisfies all code requirements for tie spacing, size, and volume.
This document provides information on the structural design of a simply supported reinforced concrete beam. It includes:
- A list of students enrolled in an elementary structural design course.
- Equations and diagrams showing the forces and stresses in a reinforced concrete beam with a singly reinforced bottom section.
- Limits on the maximum depth of the neutral axis according to the grade of steel.
- Examples of analyzing the stresses and determining steel reinforcement for a given beam cross-section.
- A design example calculating the dimensions and steel reinforcement for a rectangular beam with a factored uniform load.
1. Tension members are structural members subjected to axial pulling forces that cause elongation. Examples include wire ropes, stayed bridge decks, and bottom chords of trusses.
2. The design strength of a tension member must be greater than the factored tensile force and is limited by either yielding of the gross section, rupture of the critical section, or block shear failure.
3. Design of tension members considers the type of cross section, connections, and calculations of design strength based on yield strength, ultimate strength, and factors of safety. Safety is checked against tension, shear, and block shear failure modes.
08-Strength of Welded Connections (Steel Structural Design & Prof. Shehab Mou...Hossam Shafiq II
The document discusses the strength of welded connections, including fillet and groove welds. It provides the equations to calculate the strength of fillet welds based on weld size and length. It also provides equations for calculating the strength of gusset plates based on yield strength, tensile strength, and area. An example calculation is shown for a welded connection with longitudinal and transverse welds. The strength is calculated for the welds, angles, and gusset plate. The governing strength is found to be the yielding of the gusset plate at 457.2 kN.
This document contains 9 questions related to mechanics of solids problems involving beams. The questions involve selecting beam sections based on allowable stresses, calculating maximum stresses in beams, and determining maximum loads beams can support. Beam cross sections include W, S, T, and inverted T shapes. Beams are subjected to uniformly distributed loads, concentrated loads, and combinations of loads. Calculations require determining maximum bending moments and stresses given beam properties, loads, and stress allowability criteria.
The document discusses the design of reinforced concrete columns. It provides formulas to calculate the nominal capacity of concentrically loaded columns based on steel ratio and material strengths. Minimum and maximum steel ratios of 1-8% are recommended, with a reasonable range of 1-3%. Clear cover requirements of 40-75mm are outlined depending on soil contact. Tie design considerations include bar diameter, shape, and longitudinal spacing. Spiral reinforcement provides increased ductility and the document discusses formulas for calculating confined concrete strength based on spiral ratio and properties. Minimum spiral ratios and pitch requirements are also provided.
The document provides information on constructing interaction diagrams for reinforced concrete columns. It defines an interaction diagram as a graph showing the relationship between axial load (Pu) and bending moment (Mu) for different failure modes of a column section. The document outlines the design procedure for constructing interaction diagrams, including considering pure axial load, axial load with uniaxial bending, and axial load with biaxial bending. An example is provided to demonstrate constructing the interaction diagram for a given reinforced concrete column cross-section.
There are three main steps to designing a column splice:
1. Determine loads on the splice from axial, bending and shear forces. For axial loads, splices are designed to carry 50% of the load for machined ends or 100% for non-machined ends.
2. Design the splice plates to resist the loads using the yield stress as the design strength. Plate size is calculated based on load and stress.
3. Determine the number and size of bolts required based on the plate load capacity and bolt strengths in shear or bearing. Splice widths match the column and minimum plate thickness is 6mm.
The document discusses guidelines for detailing reinforcement in concrete structures. It begins by defining detailing as the preparation of working drawings showing the size and location of reinforcement. Good detailing ensures reinforcement and concrete interact efficiently. The document then discusses sources of tension in concrete structures from various loading conditions like bending, shear, and connections. It provides equations from AS3600-2009 for calculating minimum development lengths for reinforcing bars to develop their yield strength based on bar size, concrete strength, and transverse reinforcement. It also discusses lap splice requirements. In summary, the document provides best practice guidelines for detailing reinforcement to efficiently resist loads and control cracking in concrete structures.
The document discusses buckling of columns under axial compression. It describes:
1) Different buckling theories including elastic buckling, inelastic buckling using tangent modulus theory and reduced modulus theory. Shanley's theory accounts for the effect of transverse displacement.
2) Factors affecting buckling strength including end conditions, initial crookedness, and residual stresses. Effective length accounts for end restraint.
3) Local buckling of thin plate elements can reduce the column's strength before its calculated buckling strength is reached. Flange and web buckling must be prevented.
1. The document discusses the design of one-way reinforced concrete slabs according to Indian code IS 456:2000.
2. It defines one-way slabs as edge supported slabs spanning in one direction with a ratio of long to short span greater than or equal to 2.
3. The main considerations for slab design discussed are effective span, deflection control, reinforcement requirements including minimum area, maximum bar diameter and cover, and load calculations.
1. The panel size is 5m x 7m without drop or column head.
2. The width of the column strip is calculated as 0.25x7m = 1.75m on each side of the column.
3. The required reinforcement is calculated for bending moments in the column strip and middle strip along the longer and shorter spans based on the loading and design parameters. The reinforcement details are shown in diagrams.
This document discusses composite construction, where a prefabricated beam and cast-in-place concrete slab act together as a unit. It defines composite construction and describes its advantages over non-composite construction, including increased stiffness, strength, and span length. The document discusses how shear connectors interconnect the beam and slab to achieve composite action. It provides equations for calculating the effective slab width, section properties of the composite section, and required strength of shear connectors. An example is given for designing a composite slab on a precast reinforced concrete beam.
The document discusses various types of welds used in structural engineering including fillet welds, groove welds, slot welds, and plug welds. Fillet welds are the most commonly used, comprising approximately 80% of welds in structural applications. The document outlines the properties and design considerations for fillet welds, including weld size, throat thickness, end returns, overlap, and stresses in fillet welds. Weld symbols and their notation are also presented.
This document contains 15 problems related to determining stresses in beams undergoing bending and shearing. The problems involve calculating stresses in beams with various cross-sectional shapes under different loading conditions. The beams are made of materials like steel, wood, and brass. Parameters like moment of inertia, shear force, beam dimensions, and material properties are provided to calculate stresses.
This document summarizes design considerations for shear in reinforced concrete structures. It discusses shear strength provided by concrete alone (Vc), shear strength provided by shear reinforcement (Vs), and methods for calculating total shear strength (Vn). It also covers requirements for shear reinforcement spacing and minimum amounts. Design aids are presented for calculating shear capacity of beams, slabs, and members under combined shear and torsion.
This document discusses the design of column base plates and steel anchorage to concrete. It provides an introduction to base plates and anchor rods, including materials and design considerations. It then covers the design of base plates for different load cases such as axial load, axial load plus moment, and axial load plus shear. Finally, it discusses the design of anchor rods for tension and shear loading based on the requirements in the ACI 318 code. The design procedures aim to ensure adequate load transfer from the steel column to the concrete foundation.
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.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
This document provides a summary of reinforced concrete columns (RCC columns). It defines a column and describes different types of columns based on reinforcement and length. Short columns are less than 12 times the minimum thickness, while long columns are greater than 12 times the thickness. The document outlines preliminary sizing of columns and the functions of tie/spiral reinforcement. It includes design equations for axially loaded columns in working stress design (WSD) and ultimate stress design (USD). Two sample problems are worked through demonstrating column design using both methods.
Reinforced concrete II Hand out Chapter 5_PPT_Torsion.pdfObsiNaanJedhani
This document discusses torsion in reinforced concrete beams. It describes:
- How torsional stresses develop and are distributed in circular, rectangular, and thin-walled hollow members. The maximum stress occurs at the surface.
- Cracking and failure occur due to principal tensile stresses at 45 degrees, forming spirals. Torsion reinforcement controls cracking.
- An equivalent space truss model is used to design for torsion, with stirrups resisting shear across cracks like tension members and longitudinal bars as chords.
- Equations are provided to calculate required torsional reinforcement and the maximum torque before crushing of the concrete.
This document provides details on the design of a continuous one-way reinforced concrete slab. It includes minimum thickness requirements, equations for calculating moments and shear, maximum reinforcement ratios, and minimum reinforcement ratios. An example is then provided to demonstrate the design process. The slab is designed to have a thickness of 6 inches with 0.39 in2/ft of tension reinforcement in the negative moment region and 0.33 in2/ft in the positive moment region.
Design of short columns using helical reinforcementshivam gautam
Helical reinforcement, also known as spiral reinforcement, is used in circular concrete columns. It consists of longitudinal bars enclosed within a continuously wound spiral reinforcement. Helical reinforcement is sometimes designed instead of normal links for columns because it provides increased strength and ductility. The spiral reinforcement acts compositely with the concrete core and allows the column to sustain higher loads than those with normal links. It also minimizes the risk of stirrups opening during seismic events. The document then provides details on the design of helical reinforcement for short concrete columns, including governing equations and an example problem.
The document discusses the reinforcement requirements and design process for axially loaded columns. It provides guidelines on the minimum longitudinal and transverse reinforcement, including the pitch and diameter of lateral ties. Examples are given to calculate the ultimate load capacity of rectangular and circular columns based on the grade of concrete and steel. Design assumptions and checks for minimum eccentricity are also outlined.
This document discusses reinforced concrete columns. Columns act as vertical supports that transmit loads to foundations. Columns may fail due to compression failure, buckling, or a combination. Short columns are more prone to compression failure, while slender columns are more likely to buckle. Column sections can be square, circular, or rectangular. The dimensions and bracing affect whether a column is classified as short or slender. Longitudinal reinforcement and links are designed to resist axial loads and moments based on the column's effective height and end conditions. Design charts are used to determine reinforcement for columns with axial and uniaxial bending loads. Examples show how to design column reinforcement.
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3. AS PER IS 800-2007
LACING,BATTENING AND
COLUMN BASES
4. There are two types of lacing system.
1. Single lacing system
2. Double lacing system
5. The compression member comprising two main components laced and tied should,
where practicable, have a radius of gyration about the axis perpendicular to the plane
of lacing not less than the radius of gyration at right angles to that axis.
The lacing system should not be varied throughout the length of the strut as far as
practicable.
Cross (except tie plates) should not be provided along the length of the column with
lacing system, unless all forces resulting from deformation of column members are
calculated and provided for in the lacing and its fastening.
The single-laced systems on opposite sides of the main components should preferably
be in the same direction so that one system is the shadow of the other.
Laced compression members should be provided with tie plates at the ends of the
lacing system and at points where the lacing system are interrupted. The tie plates
should be designed by the same method as followed for battens.
A LACING SYSTEM SHOULD GENERALLY CONFIRM
TO THE FOLLOWING REQUIREMENTS
6. (1)Angle of
inclination(θ):
(cl. 7.6.4) For single or
double lacing system,
θ= 40 ͦͦ to 70 ͦ To the axis of the built up member
normally,=45 is taken
(2) Slendernes ratio(kL/r) : (cl. 7.6.5.1)
KL/r for each component of column, should not be gretear than 50.
or
kL/r not greater than 0.7 most favourable slenderness ratio of the member as
a whole. The slenderness ratio of lacing shall not exceed 145 (cl. 7.6.6.3)
DESIGN REQUIREMENT FOR LACING
7. (3) effective length of lacing (le) :
For bolted connection :
For single lacing, le = L
For double lacing, le = 0.7 l
Where, L = distance between the inner end fastner
In welded connection :
Le = 0.7 * distance between the inner ends of welds
(4)width of lacing bars(b) :
minimum width of lacing bar, b= 3d
Where,
D = nominal diameter ofbolt
8. (5)Thickness of lacing (t) : (cl. 7.6.3)
For single lacing, t > Le/40 For
double lacing, t > Le/60
(6)Transvers shear (Vt) : (cl.
7.6.6.1)
Vt= 2.5% of the axial force in the
column.
This force shall be divided equally
among the lacing systems in
parallel
Planes.
For double lacing
F=Vt/4 sin
9. (7) Check for compressive strength
For lacing using Le/r min and fy = 250 Mpa
Find Fcd from IS: 800, table -9 (c)
For rectangular section buckling class is “c”.
Compressive load carrying capacity oflacing
Pd = (b * t) * fcd
If (b *t )* fcd > F(axial force n lacing) …. OK
b*t = area of lacing
i.e. pd > F ….OK
10. (8) check for tensile strength :
tensile strength of lacing flat is
Td = 0.9 (b-d)t fu /ϒ or fy.Ag/ ϒmo Which ever is les
{I Is: 800-2007
6.3.1 pg 32 }If Td > F…….Ok
(9) End connection :
For case (a) : Resultant on force on bolt = R = F
No of bolt required = F/bolt value
For case (b) : Resultant on force on bolt = R =2Fcos
No of bolt required = 2𝐹 𝑐𝑜𝑠θ
𝑏𝑜𝑙𝑡 𝑣𝑎𝑙𝑢𝑒
s.
cl.
θ
(cl.
For 16 dia. Bolt strength is single shear= 29 kN
For 20 dia. Bolt strength is single shear= 45.3 kN
Strength of bolt in bearing =2.5 kb.d.t.fu
10.3.4)
11. (10) Overlap:
In case of welded connection, the amount of overlap measured along either
edge of lacing bar shall not be less than , four times the thickness of the lacing
bar or the
thickness of the element of main member, whichever is less.
12. Compression member can also be built up
intermediate horizontal connecting plates or
angle connecting two or four elements of column
.these horizontal connecting plates are called
battens
The battens shall be placed opposite to each
other at each
end of the member and at point where the
member is stayed in it length and as for as
practicable , be spaced and proportioned
uniformly throughout.
The number of battens shall be such that the
member is devided into not less than three bays
within its actual length
13. (IS : 800-2007, cl. 7.2.2, P.51)
(1)The number of battens shall be
such that the member is divided into
not less than three bays.
(2) Battens shall be designedto resist
, simultaneous
DESIGN REQUIREMENT FOR
BATTENING
14. Longitudinal shear
Vb = Vt. C/Ns
And
Moment
M=Vt.C/2N
Where,
Vt = transverse shear force
C = distance between centre to centre of battens longitudinally .
N = number of parallel planes of battens (2 usually)
S= Minimum transverse distance between the centroid of the bolt/
rivet group / welding.
15. (3) Slenderness ratio : (cl. 7.7.1.4)
𝑟
the effective slenderness ratio ( 𝑘𝐿
)e of battenced column shall be taken as 1.1 times
𝑘𝐿
𝑟
the ( )o, the maximum actual slenderness ratio of the column, to account for shear
(cl. 7.7.3)
deformation effects.
(4) Spacing of battens (C) :
For any component ofcolumn
(i)
𝑐
(ii)
𝑟 𝑚𝑖𝑛
𝑐
𝑟 𝑚𝑖𝑛
should not greater than 50
should not greater than 0.7 * kL/r of built up column (about z-z axis)
(5) Thickness of battens (t) : (cl. 7.7.2.4)
t > 𝐿𝑏
50
where Lb = Distance between the inner most connecting line of bolts, perpendicular
to the main member
16. (6) Effective Depth of battens (de) : (cl 7.7.2.3)
de > 3/4 *a ……… for intermediate battens
de > a,……. For end batten
de > 2b , ………. For any battens
where
de = effective depth ofbattens
= distance between outermost bolts longitudinally
a = distance between centroid of the main member
b = width of one member
Overall depth of battens
D = de + (2 * end distance)
17. (7) transverse shear (Vt) : (cl. 7.7.2.1)
Vt = 2.5 % of the factored axial column load
(8) Overlap (cl. 7.7.4.1)
for welded connection, the overlap shall be not less than four
times the thickness of the battens
It should be noted that the battens columns have least
resistance to shear compared to column with lacings
18. The minimum thickness of rectangular slab bases , supporting columns
under axial compression shall be
ts =√(2.5 w (a2 - 0.3b2) ϒmo/fy) > tf
Where
ts = thickness of slab base
w = uniform pressure below the base
a,b = larger and smaller projection, respectively of slab base beyond
the column
tf = flange thickness of compression member
MINIMUM THICKNESS OF SLAB BASE
19. Design a slab base foundation for a column ISHB 350 to carry a factored
axial load of 1200 KN. Assume fe 410 grade steel and M25 concrete. take
safe bearing capacity of soil as 200 kN/m2
Solution :
EXAMPLES
For steel fe 410
For m 25 concrete,
fy = 250 N/mm2
fck = 25 N/mm2
FOR ISHB 350 COLUMN
h = 350 mm
Bf =250 mm
Tf = 11.6mm
Tw= 8.3 mm
20. (a) Area of base plate : {IS 800 -2007 CL. 7.4.1 P.46 }
pu = 120 kn ( factored load )
bearing strength of concrete = 0.6 fck
= 0.6 * 25
= 15 N/mm
2
area of base plate :
p
= u
𝑏𝑒𝑎𝑟𝑖𝑛𝑔 𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒
A = 1200∗103
15
= 80,000 mm2
size of built up column
b = 350 mm
d = bf =250 mm
21. a =larger projection
= 50 mm
b = smaller projection
= 50 mm
W = uniform pressure on base plate3
=1200∗10
450∗350
= 7.62 n/ mm2
thickness of base plate =t
provide 50 mm equal projection all around the column
width of plate
Bp = 350 + 50 + 50 = 450 mm
Dp = 250 + 50 +50 = 350 mm
Use base plate of size 450 mm* 350 mm
Gross area of base plate provided = 450 * 350 = 157500 mm2
( B ) THICKNESS OF BASE PLATE :
22. (C) WELD CONNECTING COLUM TO BASE
PLATE :
Use a 6 mm fillet weld all around the colum section to hold the base
plate in position
total length available for welding along the periphery of ISHB 350 ,
there are 12 ends for ISHB
DEDUCTION = 12* 2S
=12 * 2 * 6
= 144 mm
effective length of weld available
= 1683.4 – 144
= 1539.4
23. capacity of weld per mm length
= 0.7 s * fwd
= 0.7 * 6 * 189
= 793.8 n/mm
= 0.7938 KN/mm
required length of weld
= 1200
0.7938
= 1512 mm < 1539.4 mm
6 mm weld is adequate .
24. (D) SIZE OF CONCRETE BLOCK :
Axial load on column =120 kN(factored load)
Working load =1200/1.5=800kN
Add 10% as self weight of concrete block=80KN
Total load =800+80=880 kN
Area of concrete block required
=Total load /S.B.C. of soil
=880/200
=4.4m2
25. Concrete block is designed for working
load
Consider rectangular concrete block
with equal projection beyond base plate.
Let, X= projection of concrete block
Area of concrete block =L*B
4.4=(0.45+2x) *(0.35 + 2x)
4.4=0.1575 + 0.7x +0.9x + 4x2
4x2 + 1.6 x – 4.2425 = 0 Solving
it, x=0.849 m
Using calculator , say x= 0.85 m
26. L=0.45 + 2 * 0.85 = 2.15m
B=0.35 + 2*0.85 = 2.05m
Area of concrete block
provide = 2.15 * 2.05
=4.407m2
> 4..4 m2……OK
Assumme angle of dispersion
=45°
Depth of concrete block = d =
x
= 0.85 m
27. column splice:
A joint when provided in the length of column to get to required length
it I called column splice.
If a column is loaded axially, theoretically no splice is required.
Compression will be transmitted by direct bearing, and column sections
could be rested one on top of each other.
How ever , In practice the load on column is never truely axial and the
real column has to resist bending due to this eccentrically applied load.
In addition , the column may be subjected to bending moments.
Also, the bearing surface of the adjacent sections can never be
machined to perfection.
28. Design of column spices:
The steps inn the design of splices are:
1. Determine the nature of loads to which the splice is subjected. The splice
may be subjected to axial compressive load, bending moment and shear
force.
2. For axial compressive load the splice plates are provided on the flanges of
the two columns.
if the ends of columns are milled/machined, the splice is designed only to
keep the column in position and to carry tension due to the bending
moment. In this casesplice plate is designed to carry 50% of the axial load
and tension due to B.M.
if the ends of column are not milled/machined, the splice and connections
are designed to resist the total axial load and tension, if any.
29. 3. Load due to axial load for machined ends of column,
Pul= load on splice due to axial factored load Pu on the column.
𝑃𝑢
4
= (total load on splice plates = 𝑃𝑢
2
2
but load on each splice plate = 𝑃𝑢
)
For non-machined ends ofcolumn,
Pul = 𝑃𝑢
2
4. Load due to bending moment Pu2 =
𝑀
𝑢𝑙 𝑒 𝑣𝑒𝑟𝑎𝑟 𝑚
= 𝑀
𝑢 𝑎
Where,
a = lever arm
= c/c distance of two splice plates.
30. 5. Column splice plates are assumed to act as short column (with zero slenderness)
Hence, the plates will be subjected to yield stress (fy).
fcd=
𝑓𝑦
1.10
6. The cross-sectional area of splice plaate(A)
A=
𝑃𝑢
𝑓𝑐𝑑 Pu= Pul + Pu2
7. The width of splice plate is kept equal to the width of the column
flange.
thickness of splice plate=
𝐴
𝑤𝑖𝑑𝑡ℎ 𝑜𝑓 𝑠𝑝𝑙𝑖𝑐𝑒𝑝𝑙 𝑎𝑡𝑒
For column exposed to weather , the thickness of splice should not
Be less than 6 mm.
31. 8. Nominal diameter of bolts for connection is assumed.
9. When the bearing plates are to provided to join two columns of unequal
• sizes:
- The bearing plate may be assumed as short beam to transmit t
• to the lower column.
- Axial load of the column is assumed to be taken by flanges only.
shown in figure
• Maximum B.M in bearing plate:
No. of bolts= 𝑇𝑜𝑡𝑎𝑙 𝑙𝑜𝑎𝑑 𝑜𝑛 𝑠𝑝𝑙𝑖𝑐𝑒𝑝𝑙 𝑎𝑡𝑒
𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑜𝑛𝑒𝑏𝑜𝑙𝑡
he axial load
2
M= 𝑃𝑢
*a1
32. The length and width of the bearing plates are kept equal to the size of
the lower
storey column.
Thickness of bearing plate,
M= fbs * Z
Where ,
fbs= design bending stress
=
𝑓𝑦 250
1.10 1.10
= = 227.27 N/ 𝑚 𝑚
2
2
Z = 𝑏𝑡
6
33. 10. The web splice plates are designed to resist maximum shear force.
11. If packing are provided between the splice plate and column flange
and more than 6mm in thickness, the design shear capacity of the
bolts is reduced as per cl. 10.3.3.3 of IS : 800-2007.
34. A column section ISHB 250@ 500.3 N/m is carrying a factored load of 600
kN. Design a suitable column splice. Use 16 Ø 4.6 grade bolts and steel of
grade Fe 410.
Solution..
For 4.6 grade bolts,
Fub =400 N/mm2
For – fe 410 plate fu = 410 N/mm2
fy = 250 N/mm2
For column ISHB 250 @50.3 N/m
bf = 250 mm
tf = 9.7 mm
35. Assume ends of columns are miled /machined for complete bearing.
Therefore , splice plate are designed for 50 % of axial load of column .
load on each splice plate ,
pu1 = 𝑝 𝑢
4
= 600
4
= 150 KN
𝑓 𝑦
ɣ 𝑚
0
1.10
Fcd = 250
= 227.27 N/mm2
36. Area of splice plate requride = 150 ∗103
= 660 mm2227.27
width of splice plate should be equal to the width of the column flange .
b = 250 mm
thickness of splice plate,
𝑏 250
t = 𝑎𝑟𝑒𝑎
= 660
= 2.54 mm
provide 6 mm thick splice plate as colum may be exposed to weather .
For 16 mm dia , 4.6 grade bolts
strength of bolt in single shear = 29 KN
37. Stength of bolt in bearing ( on 6 mm
plate )
= 2.5 kb . D .t .fu/ɣ𝑚𝑏
= 2.5 * 1* 16 * 6 * *400/1.25
= 76800 N
= 76.8 KN
bolt value = 29 KN
N0 0f bolt required =150/29=5.17
say 6 nos.
Provide 16 mm dia , 6 bolt on each
side of the splice (joint) in two
vertical raws to connect spliceplate
with column flangers.
Minimum pitch = 2.5 d = 2.5* 16
= 40 mm
38. Provide pitch = 50 mm
Edge distance = 1.5 d0 =1.5 *18 =27 mm provide 30 mm
Depth of splice plate
=(4 * 50) +(4*30)
=320 mm
Provide splice plate 320*250*6mm 0n column flanges.
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