Because of torsion, the beam fails in diagonal tension forming the spiral cracks around the beam. Warping of the section does not allow a plane section to remain as plane after twisting. Clause 41 of IS 456:2000 provides the provisions for
the design of torsional reinforcements. The design rules for torsion are based on the equivalent moment.
The document discusses code provisions for calculating the effective span of slabs according to IS 456. It describes how to calculate the effective span for simply supported, continuous, and cantilever members. It also discusses load assumptions, reinforcement cover requirements, deflection limits, and provides an overview of one-way slabs, two-way slabs, flat slabs, and flat plates.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
Calulation of deflection and crack width according to is 456 2000Vikas Mehta
ย
This document discusses the calculation of crack width in reinforced concrete flexural members. It provides information on:
1) Crack width is calculated to satisfy serviceability limits and is only relevant for Type 3 pre-stressed concrete members that crack under service loads.
2) Crack width depends on factors like amount of pre-stress, tensile stress in bars, concrete cover thickness, bar diameter and spacing, member depth and location of neutral axis, bond strength, and concrete tensile strength.
3) The method of calculation involves determining the shortest distance from the surface to a bar and using equations involving member depth, neutral axis depth, average strain at the surface level. Permissible crack widths are specified depending on exposure
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
The document discusses the design of slender columns. It defines a slender column as having a slenderness ratio (length to least lateral dimension) greater than 12. Slender columns experience appreciable lateral deflection even under axial loads alone. The design of slender columns can be done using three methods - the strength reduction coefficient method, additional moment method, or moment magnification method. The document outlines the step-by-step procedure for designing a slender column using the additional moment method, which involves determining the effective length, initial moments, additional moments, total moments accounting for a reduction coefficient, and redesigning the column for combined axial load and bending.
This document discusses different types of retaining walls and their design considerations. It describes:
1. Gravity, cantilever, counterfort, and buttress retaining wall types based on their structural components and typical height ranges.
2. Design considerations for retaining walls including stability against overturning, sliding, and settlement; drainage; and structural design basis using load and safety factors.
3. An example problem showing calculations for earth pressure, restoring moments, and checking stability of a gravity wall.
This document discusses structural analysis methods for statically indeterminate structures. It defines key terms like degree of static indeterminacy, internal and external redundancy, and methods for analyzing indeterminate structures. Specific methods discussed include the flexibility matrix method, consistent deformation method, and unit load method. Examples of statically indeterminate beams and frames are also provided.
The document discusses code provisions for calculating the effective span of slabs according to IS 456. It describes how to calculate the effective span for simply supported, continuous, and cantilever members. It also discusses load assumptions, reinforcement cover requirements, deflection limits, and provides an overview of one-way slabs, two-way slabs, flat slabs, and flat plates.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
Calulation of deflection and crack width according to is 456 2000Vikas Mehta
ย
This document discusses the calculation of crack width in reinforced concrete flexural members. It provides information on:
1) Crack width is calculated to satisfy serviceability limits and is only relevant for Type 3 pre-stressed concrete members that crack under service loads.
2) Crack width depends on factors like amount of pre-stress, tensile stress in bars, concrete cover thickness, bar diameter and spacing, member depth and location of neutral axis, bond strength, and concrete tensile strength.
3) The method of calculation involves determining the shortest distance from the surface to a bar and using equations involving member depth, neutral axis depth, average strain at the surface level. Permissible crack widths are specified depending on exposure
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
The document discusses the design of slender columns. It defines a slender column as having a slenderness ratio (length to least lateral dimension) greater than 12. Slender columns experience appreciable lateral deflection even under axial loads alone. The design of slender columns can be done using three methods - the strength reduction coefficient method, additional moment method, or moment magnification method. The document outlines the step-by-step procedure for designing a slender column using the additional moment method, which involves determining the effective length, initial moments, additional moments, total moments accounting for a reduction coefficient, and redesigning the column for combined axial load and bending.
This document discusses different types of retaining walls and their design considerations. It describes:
1. Gravity, cantilever, counterfort, and buttress retaining wall types based on their structural components and typical height ranges.
2. Design considerations for retaining walls including stability against overturning, sliding, and settlement; drainage; and structural design basis using load and safety factors.
3. An example problem showing calculations for earth pressure, restoring moments, and checking stability of a gravity wall.
This document discusses structural analysis methods for statically indeterminate structures. It defines key terms like degree of static indeterminacy, internal and external redundancy, and methods for analyzing indeterminate structures. Specific methods discussed include the flexibility matrix method, consistent deformation method, and unit load method. Examples of statically indeterminate beams and frames are also provided.
The document discusses the design of footings for structures. It begins by explaining that footings are needed to transfer structural loads from members made of materials like steel and concrete to the underlying soil. It then describes different types of shallow and deep foundations, including spread, strap, combined, and raft footings. The document provides details on designing isolated and combined footings to resist vertical loads and moments based on provisions in IS 456. It also discusses wall footings and combined footings that support multiple columns. In summary, the document covers the purpose of footings, various footing types, and design of isolated and combined footings.
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,
Design of Reinforced Concrete Structure (IS 456:2000)MachenLink
ย
This is the 1st Lecture Series on Design Reinforced Cement Concrete (IS 456 -2000).
In this video, you will learn about the objective of structural designing and then basic properties of concrete and steel.
Concrete properties like...
1. Grade of Concrete
2. Modulus of Elasticity
3. Characteristic Strength
4. Tensile Strength
5. Creep and Shrinkage
6. Durability
Reinforced Steel Properties....
1. Grade and types of steel
2. Yield Strength of Mild Steel and HYSD Bars
This document discusses the design of biaxially loaded columns. It defines a biaxially loaded column as one where axial load acts with eccentricities about both principal axes, causing bending in two directions. Several methods for analyzing and designing biaxially loaded columns are presented, including the load contour method, reciprocal load method, strain compatibility method, and equivalent eccentricity method. An example problem demonstrates using the reciprocal load method to check the adequacy of a trial reinforced concrete column design subjected to biaxial bending.
The document discusses different types of well foundations used in construction. It describes the key components of well foundations including the cutting edge, steining, bottom plug, top plug, and well cap. It explains the process of sinking well foundations, which involves excavating material inside the well curb to allow the well to sink vertically into the ground. Precautions like maintaining verticality and limiting tilt and shift are important during well sinking.
This document discusses the design of column braces for structures. It defines braced and unbraced columns, with braced columns having zero sway and stability provided by walls or bracing, while unbraced columns are subjected to sway with stability only from other columns. It describes different types of internal and external bracing patterns and factors to consider in brace analysis, including displacement, base shear, wind loads, maximum shear and bending moments. The document provides guidelines for designing braces based on column moments and explains how bracing type affects seismic resistance parameters through a parametric study.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter ฮฑn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
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 seminar discusses plastic analysis, which is used to determine the collapse load of structures. It introduces key concepts like plastic hinges, which form at locations of maximum moment and allow large rotations. The plastic section modulus and shape factor are presented as ways to calculate the moment capacity of a fully yielded cross-section. Common collapse mechanisms like simple beams, fixed beams under uniform and point loads, and propped cantilevers are analyzed using the static method of plastic analysis or virtual work method. Determining collapse loads for various structural configurations is demonstrated through examples.
Pile foundations extend deep below buildings to support heavy loads on poor soil conditions. There are different types of piles including wood, steel, and concrete piles that are installed using various methods such as driving, drilling, or jacking. Piles can be classified based on their material, load transfer method, degree of soil displacement during installation, and installation method. Common types include end bearing piles that transfer load to firm soil at depth and friction piles that transfer load along their shaft through skin friction with surrounding soil.
This document discusses the working stress method for designing reinforced concrete structures. It defines key terms like neutral axis, lever arm, and moment of resistance. It describes the assumptions and steps of the working stress method, including designing for under-reinforced, balanced, and over-reinforced beam sections. The document also discusses limitations of the working stress method and introduces the limit state method as a more modern approach.
The document discusses limit state design of reinforced concrete structures. It introduces limit states as conditions where the structure becomes unfit for use, including limit states of strength and serviceability. Limit state design involves characterizing loads and resistances as random variables and using partial safety factors on loads and resistances to achieve a target reliability. The document outlines the general principles of limit state design according to Indian Standard code IS 800, including defining actions, factors governing strength limits, and serviceability limits related to deflection, vibration and durability.
The document discusses properties and testing of concrete. It provides information on the constituents of concrete including cement, coarse aggregate, fine aggregate, and water. It also discusses properties of concrete and reinforcements, including their relatively high compressive strength and lower tensile strength. Various tests performed on concrete are mentioned, including tests on workability, compressive strength, flexural strength, and fresh/hardened concrete. Design philosophies for reinforced concrete include the working stress method, ultimate strength method, and limit state method.
Approximate analysis methods make simplifying assumptions to determine preliminary member forces and dimensions for indeterminate structures. Case 1 assumes diagonals cannot carry compression and shares shear between diagonals. Case 2 allows compression in diagonals. Portal and cantilever methods analyze frames by dividing into substructures at assumed hinge locations, solving each sequentially from top to bottom.
Design for Short Axially Loaded Columns ACI318Abdullah Khair
ย
This document discusses the design of columns. It begins by defining columns and classifying them as short or long based on their slenderness ratio. Columns can be reinforced with ties or a spiral. Equations are provided for calculating the nominal axial capacity of columns based on the concrete compressive strength and steel reinforcement area. Minimum requirements are specified for reinforcement ratios, number of bars, concrete cover, and lateral tie or spiral spacing. Spirally reinforced columns can develop higher strength due to concrete confinement by the spiral. Design of the spiral pitch is discussed based on providing equivalent confining pressure.
Raft foundations are used when buildings have heavy loads, compressible soil, or require minimal differential settlement. A raft foundation is a continuous concrete slab that supports all building columns. It can be designed using either a rigid or flexible approach. The rigid approach assumes the raft bridges soil variations, while the flexible approach models soil-structure interaction. Key considerations for raft design include bearing capacity, settlement, stress distribution, and structural component sizing.
The document discusses composite construction using precast prestressed concrete beams and cast-in-situ concrete. It describes how the two elements act compositely after the in-situ concrete hardens. Composite beams can be constructed as either propped or unpropped. Propped construction involves supporting the precast beam during casting to relieve it of the wet concrete weight, while unpropped construction allows stresses to develop under self-weight. Design and analysis of composite beams involves calculating stresses and deflections considering composite action. Differential shrinkage between precast and in-situ concrete also induces stresses.
This document provides information on designing and detailing steel reinforcement in combined footings. It begins by defining a combined footing as a single spread footing that supports two or more columns in a straight line. It then discusses types of combined footings and provides steps for their design including proportioning the footing size, calculating shear forces and bending moments, and designing the longitudinal and transverse reinforcement. The document concludes by providing an example problem demonstrating how to design a combined footing with a central beam.
This document provides information on designing and detailing combined footings with steel reinforcement. It begins with defining what a combined footing is and the types of combined footings. It then outlines the design steps which include proportioning the footing size, calculating shear forces and bending moments, designing the longitudinal and transverse reinforcement, and preparing bar bending schedules. An example is provided to demonstrate the full design of a combined footing with a central beam joining two columns. The summary includes designing the slab and beam sections, checking development length and shear capacity, and determining the required steel reinforcement.
The document discusses the design of footings for structures. It begins by explaining that footings are needed to transfer structural loads from members made of materials like steel and concrete to the underlying soil. It then describes different types of shallow and deep foundations, including spread, strap, combined, and raft footings. The document provides details on designing isolated and combined footings to resist vertical loads and moments based on provisions in IS 456. It also discusses wall footings and combined footings that support multiple columns. In summary, the document covers the purpose of footings, various footing types, and design of isolated and combined footings.
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,
Design of Reinforced Concrete Structure (IS 456:2000)MachenLink
ย
This is the 1st Lecture Series on Design Reinforced Cement Concrete (IS 456 -2000).
In this video, you will learn about the objective of structural designing and then basic properties of concrete and steel.
Concrete properties like...
1. Grade of Concrete
2. Modulus of Elasticity
3. Characteristic Strength
4. Tensile Strength
5. Creep and Shrinkage
6. Durability
Reinforced Steel Properties....
1. Grade and types of steel
2. Yield Strength of Mild Steel and HYSD Bars
This document discusses the design of biaxially loaded columns. It defines a biaxially loaded column as one where axial load acts with eccentricities about both principal axes, causing bending in two directions. Several methods for analyzing and designing biaxially loaded columns are presented, including the load contour method, reciprocal load method, strain compatibility method, and equivalent eccentricity method. An example problem demonstrates using the reciprocal load method to check the adequacy of a trial reinforced concrete column design subjected to biaxial bending.
The document discusses different types of well foundations used in construction. It describes the key components of well foundations including the cutting edge, steining, bottom plug, top plug, and well cap. It explains the process of sinking well foundations, which involves excavating material inside the well curb to allow the well to sink vertically into the ground. Precautions like maintaining verticality and limiting tilt and shift are important during well sinking.
This document discusses the design of column braces for structures. It defines braced and unbraced columns, with braced columns having zero sway and stability provided by walls or bracing, while unbraced columns are subjected to sway with stability only from other columns. It describes different types of internal and external bracing patterns and factors to consider in brace analysis, including displacement, base shear, wind loads, maximum shear and bending moments. The document provides guidelines for designing braces based on column moments and explains how bracing type affects seismic resistance parameters through a parametric study.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter ฮฑn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
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 seminar discusses plastic analysis, which is used to determine the collapse load of structures. It introduces key concepts like plastic hinges, which form at locations of maximum moment and allow large rotations. The plastic section modulus and shape factor are presented as ways to calculate the moment capacity of a fully yielded cross-section. Common collapse mechanisms like simple beams, fixed beams under uniform and point loads, and propped cantilevers are analyzed using the static method of plastic analysis or virtual work method. Determining collapse loads for various structural configurations is demonstrated through examples.
Pile foundations extend deep below buildings to support heavy loads on poor soil conditions. There are different types of piles including wood, steel, and concrete piles that are installed using various methods such as driving, drilling, or jacking. Piles can be classified based on their material, load transfer method, degree of soil displacement during installation, and installation method. Common types include end bearing piles that transfer load to firm soil at depth and friction piles that transfer load along their shaft through skin friction with surrounding soil.
This document discusses the working stress method for designing reinforced concrete structures. It defines key terms like neutral axis, lever arm, and moment of resistance. It describes the assumptions and steps of the working stress method, including designing for under-reinforced, balanced, and over-reinforced beam sections. The document also discusses limitations of the working stress method and introduces the limit state method as a more modern approach.
The document discusses limit state design of reinforced concrete structures. It introduces limit states as conditions where the structure becomes unfit for use, including limit states of strength and serviceability. Limit state design involves characterizing loads and resistances as random variables and using partial safety factors on loads and resistances to achieve a target reliability. The document outlines the general principles of limit state design according to Indian Standard code IS 800, including defining actions, factors governing strength limits, and serviceability limits related to deflection, vibration and durability.
The document discusses properties and testing of concrete. It provides information on the constituents of concrete including cement, coarse aggregate, fine aggregate, and water. It also discusses properties of concrete and reinforcements, including their relatively high compressive strength and lower tensile strength. Various tests performed on concrete are mentioned, including tests on workability, compressive strength, flexural strength, and fresh/hardened concrete. Design philosophies for reinforced concrete include the working stress method, ultimate strength method, and limit state method.
Approximate analysis methods make simplifying assumptions to determine preliminary member forces and dimensions for indeterminate structures. Case 1 assumes diagonals cannot carry compression and shares shear between diagonals. Case 2 allows compression in diagonals. Portal and cantilever methods analyze frames by dividing into substructures at assumed hinge locations, solving each sequentially from top to bottom.
Design for Short Axially Loaded Columns ACI318Abdullah Khair
ย
This document discusses the design of columns. It begins by defining columns and classifying them as short or long based on their slenderness ratio. Columns can be reinforced with ties or a spiral. Equations are provided for calculating the nominal axial capacity of columns based on the concrete compressive strength and steel reinforcement area. Minimum requirements are specified for reinforcement ratios, number of bars, concrete cover, and lateral tie or spiral spacing. Spirally reinforced columns can develop higher strength due to concrete confinement by the spiral. Design of the spiral pitch is discussed based on providing equivalent confining pressure.
Raft foundations are used when buildings have heavy loads, compressible soil, or require minimal differential settlement. A raft foundation is a continuous concrete slab that supports all building columns. It can be designed using either a rigid or flexible approach. The rigid approach assumes the raft bridges soil variations, while the flexible approach models soil-structure interaction. Key considerations for raft design include bearing capacity, settlement, stress distribution, and structural component sizing.
The document discusses composite construction using precast prestressed concrete beams and cast-in-situ concrete. It describes how the two elements act compositely after the in-situ concrete hardens. Composite beams can be constructed as either propped or unpropped. Propped construction involves supporting the precast beam during casting to relieve it of the wet concrete weight, while unpropped construction allows stresses to develop under self-weight. Design and analysis of composite beams involves calculating stresses and deflections considering composite action. Differential shrinkage between precast and in-situ concrete also induces stresses.
This document provides information on designing and detailing steel reinforcement in combined footings. It begins by defining a combined footing as a single spread footing that supports two or more columns in a straight line. It then discusses types of combined footings and provides steps for their design including proportioning the footing size, calculating shear forces and bending moments, and designing the longitudinal and transverse reinforcement. The document concludes by providing an example problem demonstrating how to design a combined footing with a central beam.
This document provides information on designing and detailing combined footings with steel reinforcement. It begins with defining what a combined footing is and the types of combined footings. It then outlines the design steps which include proportioning the footing size, calculating shear forces and bending moments, designing the longitudinal and transverse reinforcement, and preparing bar bending schedules. An example is provided to demonstrate the full design of a combined footing with a central beam joining two columns. The summary includes designing the slab and beam sections, checking development length and shear capacity, and determining the required steel reinforcement.
The document summarizes the design of batten plates connecting back-to-back channel sections in a built-up column using both bolt and weld connections. For the bolt connection, 420x340x8mm end batten plates and 420x300x8mm intermediate batten plates are designed to transmit shear and bending forces using four 20mm diameter bolts per connection. For the weld connection, 360x270x6mm end batten plates and 360x220x6mm intermediate batten plates are designed using full penetration welds on all sides to transmit the forces. Both connections are checked to verify the capacities of the bolts/welds are not exceeded.
Gantry girder
Gantry girder or crane girder hand operated or electrically operated overhead cranes in industrial building such as factories, workshops, steel works, etc. to lift heavy materials, equipment etc. and carry them from one location to other , within the building
The GANTRY GIRDER spans between brackets attached to columns, which may either be of steel or reinforced concrete. Thus the span of gantry girder is equal to centre to centre spacing of columns. The rails are mounted on gantry girders.
Loads acting on gantry girder
Gantry girder, having no lateral support in its length (laterally unsupported) has to withstand the following loads:
1. Vertical loads from crane :
Self weight of crane girder
Hook load
Weight of crab (trolley)
2. Impact load from crane :
As the load is lifted using the crane hook and moved from one place to another, and released at the required place, an impact is felt on the gantry girder.
3. Longitudinal horizontal force (Drag force) :
This is caused due to the starting and stopping of the crane girder moving over the crane rails, as the crane girder moves longitudinally, i.e. in the direction of gantry girder.
This force is also known as braking force, or drag force.
This force is taken equal to 5% of the static wheel loads for EOT or hand operated cranes.
4. Lateral load (Surge load) :
Lateral forces are caused due to sudden starting or stopping of the crab when moving over the crane girder.
Lateral forces are also caused when the crane is dragging weights across the' floor of the shop.
Types of gantry girders
Depending upon the span and crane capacity, there can be many forms of gantry girders. Some commonly used forms are shows in fig .
Rolled steel beams with or without plates, channels or angles are normally used for spans up to 8m and for cranes up to 50kN capacity.
Plate girder are suitable up to span 6 to 10 m.
Plate girder with channels, angles, etc. can be used for spans more than 10m
Box girder are used foe spans more than 12m.
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.
Design of short columns using helical reinforcementshivam gautam
ย
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.
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.
- The document discusses the design of a combined footing to support two columns carrying loads of 700 kN and 1000 kN respectively.
- A trapezoidal combined footing of size 7.2m x 2m is designed to support the loads and transmit them uniformly to the soil.
- Longitudinal and transverse reinforcement is designed for the footing and a central beam is included to join the two columns. Detailed design calculations and drawings of the footing and beam are presented.
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 various types of compression members including columns, pedestals, walls, and struts. It describes design considerations for compression members including strength and buckling resistance. It defines effective length as the vertical distance between points of inflection when the member buckles. Various classifications of columns are discussed based on loadings, slenderness ratio, and reinforcement type. Code requirements for longitudinal and transverse reinforcement as well as detailing are provided. Two examples of column design are included, one with axial load only and one with spiral reinforcement.
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.
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.
One way slab is designed for an office building room measuring 3.2m x 9.2m. The slab is 150mm thick with 10mm diameter reinforcement bars spaced 230mm centre to centre. It is simply supported on 300mm thick walls and designed to support a 2.5kN/m2 live load. Reinforcement provided meets code requirements for minimum area and spacing. Design checks for cracking, deflection, development length and shear are within code limits.
- Saint-Venant's principle states that the stress and strain distribution on a cross-section of a loaded material will be independent of the applied load if the cross-section is located away from the point of load application.
- The principle of superposition allows breaking down structures into individual load cases and adding their effects to determine the total stress, strain, or deflection.
- Statically indeterminate structures require additional compatibility equations relating deformations to solve for member forces.
The document provides details on the design of a reinforced concrete column footing to support a column load of 1100kN from a 400mm square column. It describes the design process which includes determining the footing size, calculating bending moment, reinforcement requirements, checking shear capacity and development length. The design example shows a 3.5m x 3.5m square footing with 12mm diameter bars at 100mm c/c is adequate to support the given load based on the specified material properties and design codes. Reinforcement and footing details are also provided.
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.
DSR chap4 shear and bond pdf.pptxxxxxxxxxxxxxxxxxxxxxxADITYAPILLAI29
ย
Shear reinforcement is required in concrete beams when the shear stresses exceed the shear strength of the concrete. Shear reinforcement takes the form of vertical stirrups or bent-up bars from the longitudinal reinforcement. The design of shear reinforcement involves calculating the shear force, nominal shear stress, shear strength of the concrete, and determining the amount and spacing of shear reinforcement needed. Proper development length of the longitudinal bars is also important to ensure adequate bond between the steel and concrete.
The document discusses different types of columns based on bracing, length, and reinforcement. It describes braced and unbraced columns, long and short columns, and tied, spiral, and composite columns. Requirements for minimum reinforcement, lateral ties, and selection of column size are also summarized.
Data Communication and Computer Networks Management System Project Report.pdfKamal Acharya
ย
Networking is a telecommunications network that allows computers to exchange data. In
computer networks, networked computing devices pass data to each other along data
connections. Data is transferred in the form of packets. The connections between nodes are
established using either cable media or wireless media.
Impartiality as per ISO /IEC 17025:2017 StandardMuhammadJazib15
ย
This document provides basic guidelines for imparitallity requirement of ISO 17025. It defines in detial how it is met and wiudhwdih jdhsjdhwudjwkdbjwkdddddddddddkkkkkkkkkkkkkkkkkkkkkkkwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwioiiiiiiiiiiiii uwwwwwwwwwwwwwwwwhe wiqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq gbbbbbbbbbbbbb owdjjjjjjjjjjjjjjjjjjjj widhi owqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqqq uwdhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhhwqiiiiiiiiiiiiiiiiiiiiiiiiiiiiw0pooooojjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjjj whhhhhhhhhhh wheeeeeeee wihieiiiiii wihe
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This is an overview of my current metallic design and engineering knowledge base built up over my professional career and two MSc degrees : - MSc in Advanced Manufacturing Technology University of Portsmouth graduated 1st May 1998, and MSc in Aircraft Engineering Cranfield University graduated 8th June 2007.
Covid Management System Project Report.pdfKamal Acharya
ย
CoVID-19 sprang up in Wuhan China in November 2019 and was declared a pandemic by the in January 2020 World Health Organization (WHO). Like the Spanish flu of 1918 that claimed millions of lives, the COVID-19 has caused the demise of thousands with China, Italy, Spain, USA and India having the highest statistics on infection and mortality rates. Regardless of existing sophisticated technologies and medical science, the spread has continued to surge high. With this COVID-19 Management System, organizations can respond virtually to the COVID-19 pandemic and protect, educate and care for citizens in the community in a quick and effective manner. This comprehensive solution not only helps in containing the virus but also proactively empowers both citizens and care providers to minimize the spread of the virus through targeted strategies and education.
4. Torsion
โข The torsional moments produced in a beam are of two types:
(i) Primary torsion is the one which could be determined only
by using static equilibrium condition
(ii) Secondary or compatibility torsion is induced by rotation
applied to one or more points along the length of the
member through connected members. Twisting moment
induced here is proportional to the torsional stiffness of
member.
(i) (ii)
5. Effects of Torsional Moment
1. For this longitudinal reinforcements are provided which helps in reducing
the crack width through dowel action and stirrups crossing the cracks resist
shear due to vertical loads and torsion.
2. Where the torsional resistance or stiffness of members is taken into account
in the analysis , the members shall be designed for torsion.
โข Because of torsion, beam fails in
diagonal tension forming spiral
cracks around the beam.
โข Warping of the section does not
allow a plane section to remain
as plane after twisting.
6. Design Of Torsion Reinforcement:
Clause 41 of IS 456:2000 provides the provisions for
design of torsional reinforcements.
โข The design rules for torsion are based on equivalent
moment.
โข Types of reinforcements required to resist load:
7. Steps In Designing :-
1. Critical Section
2. Shear and Torsion
3. Reinforcements In
Members Subjected To
Torsion
oLongitudinal Reinforcement
o Transverse Reinforcement
4. Final designing for placing
of reinforcement in beam
8. 1. Critical Section (Clause 41.2) :
โข The details of this step is provided under the Clause
41.2 of IS 456:2000
โข For design of torsion, section located at a distance less
than โdโ from the face of support may be designed for
the same torsion as computed at a distance โdโ (where
โdโ is the effective depth).
9. 2. Shear and Torsion (Clause 41.3) :
โข The details of this step is provided under the Clause 41.3 of IS
456:2000
โข The combined effect of torsion and shear is considered and is called
equivalent shear, which is calculated as:
๐ฝ ๐ = ๐ฝ ๐ + ๐. ๐
๐ป ๐
๐
where, ๐๐= equivalent shear
๐๐ข= shear
๐๐ข= torsional moment
๐= breadth of beam
โ The equivalent nominal shear, ๐ ๐๐ =
๐ฝ ๐
๐โ๐
โ The maximum shear stress,
๐ ๐๐๐= from Table-20 under Clause 40
โ ๐ ๐๐ should not be greater than ๐ ๐๐๐
โ ๐ ๐ is found from Table-19 under Clause 40 with respect to value of
๐๐๐
๐จ ๐๐
๐โ๐
and concrete grade.
10. โIf (๐ ๐๐ < ๐ ๐),
minimum reinforcement should be provided as per criteria
under Clause 26.5.1.6
๐ด ๐ ๐ฃ
๐ โ ๐ ๐ฃ
โฅ
0.4
0.87 โ ๐๐ฆ
where, ๐ด ๐ ๐ฃ=total cross-sectional area of stirrup legs effective in shear
๐ ๐ฃ=stirrup spacing along the length of the member
๐=breadth of beam/web of flanged beam
๐๐ฆ=characteristic strength of stirrup reinforcement
โIf (๐ ๐๐ > ๐ ๐),
both longitudinal and transverse reinforcement should be
provided in accordance with Clause 41.4
โIf (๐ ๐๐ > ๐ ๐๐๐),
redesigning of the reinforcement should be done. Thus, this
case should never happen.
11. 3. Reinforcements In Members
Subjected To Torsion (Clause 41.4)
โข The details of this step is provided under the Clause
41.4.2 of IS 456:2000
โข The longitudinal reinforcement shall be designed to
resist an equivalent bending moment of
๐ด ๐๐ = ๐ด ๐ + ๐ด ๐
where, ๐ ๐ข= bending moment of cross section
and, ๐ด ๐ = ๐ป ๐
๐+
๐ซ
๐
๐.๐
where, ๐๐ข= torsional moment
๐ท= overall depth of beam
๐= breadth of beam
o LongitudinalReinforcement(Clause41.4.2)
12. In longitudinal reinforcement:-
โIf (๐ด ๐ > ๐ด ๐) ,
Reinforcement shall be provided on the flexural compression
face, to resist equivalent moment, given by
๐ด ๐๐ = ๐ด ๐ โ ๐ด ๐
โIf (๐ด ๐ < ๐ด ๐) ,
No additional steel reinforcement is required on bending
compression side.
13. โข The details of this step is provided under the Clause 41.4.3 of IS
456:2000
โข Two-legged closed hoops enclosing the corner longitudinal bars
shall have an area of cross-section (stirrups),
๐ด ๐ ๐ฃ =
๐๐ข โ ๐ ๐ฃ
{๐1 โ ๐1 โ 0.87 โ ๐๐ฆ }
+
๐๐ข โ ๐ ๐ฃ
{2.5 โ ๐1 โ 0.87 โ ๐๐ฆ }
โข But the total reinforcement should be greater than:
๐ด ๐ ๐ฃ โฅ
๐ ๐ฃ๐ โ ๐ ๐ โ ๐ โ ๐ ๐ฃ
0.87 โ ๐๐ฆ
Where,
๐1 = center-to-center distance between corner bars in the direction of the
width
๐1 = center-to-center distance between corner bars in the direction of the
depth
o TransverseReinforcement(Clause41.4.3)
15. โLongitudinal Reinforcement:
โช Shall be placed as close as practicable to the corners of
the cross section and in all cases there shall be at least
one longitudinal bar at each corner of the ties.
โช When the cross-sectional dimensions (either b or D) of
the member exceeds 450 mm, additional longitudinal
bars shall be provided along the two faces. The total area
of such reinforcement shall not exceed 0.1% of the web
area and shall be distributed equally on two faces at a
spacing not exceeding 300 mm or web thickness
(whichever is less).
โช Minimum diameter of this bar shall not be less than 10
mm.
4. Final designing for placing of
reinforcement in beam
16. โTransverse Reinforcement:
โช This reinforcement for torsion shall be rectangular closed
stirrups placed perpendicular to the axis of the member.
โช The spacing of the stirrups shall not exceed the least of
๐ ๐ ๐๐๐๐๐๐๐๐๐๐ , ๐ ๐ ,
๐ ๐+๐ ๐
๐
, ๐๐๐ ๐๐
17.
18. QUESTION
Determine the reinforcement required of a
beam of b = 400 mm, d = 650 mm, D = 700 mm
and subjected to factored bending moment (๐ ๐ข)
= 200 kN-m, factored torsional moment (๐๐ข) =
50 kN-m and factored shear (๐๐ข) = 100 kN. Use
M-20 and Fe 415 for the design.
23. โข By linear interpolation
๐ด ๐ ๐ก
๐โ๐
= 0.5156
๐ด ๐ ๐ก =
0.5156โ400โ650
100
= ๐๐๐๐. ๐๐ ๐๐. ๐๐
โข If we provide 2-25T and 2-16T = 981 + 402 = 1383 sq.mm
This gives
๐ด ๐ ๐ก
๐โ๐
= 0.532
for which,๐ ๐= 0.488 N/sq.mm
โข Minimum percentage of tension reinforcement =
0.85
๐๐ฆ
โ 100 = 0.205
โข Maximum percentage of tension reinforcement is 4.0.
โข So, 2-25T and 2-16T bars satisfy the requirements
24. According to dimensions,
We have ๐ซ > ๐๐๐๐๐
Hence, side face reinforcement should be provided
Let us provide 2-10 mm diameter bars at the mid-
depth of the beam and one on each face
Area of bars = 157 sq.mm
The total area required
=
0.1โ400โ300
100
= 120 sq.mm < 157 sq.mm
Hence, OK
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![DESIGN OF
REINFORCED
CONCRETE
STRUCTURES
[CEM โ 603]
(Additional Assignment)](data:image/gif;base64,R0lGODlhAQABAIAAAAAAAP///yH5BAEAAAAALAAAAAABAAEAAAIBRAA7)