This document provides an overview of design in reinforced concrete according to BS 8110. It discusses the basic materials used - concrete and steel reinforcement - and their properties. It describes two limit states for design: ultimate limit state considering failure, and serviceability limit state considering deflection and cracking. Key aspects of beam design are summarized, including types of beams, design for bending and shear resistance, and limiting deflection. Reinforcement detailing rules are also briefly covered. Design examples are provided to illustrate bending and shear design of beams.
1) Two-way slabs are slabs that require reinforcement in two directions because bending occurs in both the longitudinal and transverse directions when the ratio of longest span to shortest span is less than 2.
2) The document discusses various types of two-way slabs and design methods, focusing on the direct design method (DDM).
3) Using the DDM, the total factored load is first calculated, then the total factored moment is distributed to positive and negative moments. The moments are further distributed to column and middle strips using factors that consider the slab and beam properties.
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.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
This document provides an overview of design in reinforced concrete according to BS 8110. It discusses the basic materials used - concrete and steel reinforcement - and their properties. It describes two limit states for design: ultimate limit state considering failure, and serviceability limit state considering deflection and cracking. Key aspects of beam design are summarized, including types of beams, design for bending and shear resistance, and limiting deflection. Reinforcement detailing rules are also briefly covered.
The document discusses different methods of designing reinforced concrete elements:
1. Modular ratio (working stress) method, which assumes elastic behavior and uses factors of safety. It was the first accepted method but has limitations.
2. Load factor method, which avoids modular ratio and uses load factors to account for ultimate loads. However, it does not consider serviceability.
3. Limit state method, adopted in modern codes, which considers both ultimate and serviceability limit states using partial safety factors applied to loads and material strengths. It provides a comprehensive solution for safety and serviceability.
The document provides details to design the reinforcement for a basement retaining wall. It includes calculating the required wall thickness, loads on the wall, bending moments, shear forces, and reinforcement requirements. The summary is as follows:
1. The thickness of the basement retaining wall is determined to be 200mm based on the given height and material properties.
2. The loads on the wall, including soil pressure, water pressure, and surcharge loads are calculated.
3. The bending moment and shear force diagrams are drawn, with the maximum bending moment found to be 33.12 kNm and maximum shear force 65.76kN.
4. The required vertical and horizontal reinforcement is calculated for different sections based on
This document provides information about the course "Design & Detailing of RC Structures 10CV321" taught by Dr. G.S. Suresh at NIE Mysore. It lists several reference books for the course and provides the evaluation pattern for both theory and drawing components. It also outlines the course content which includes limit state design method, stress-strain behavior of materials, assumptions in limit state design, behavior of reinforced concrete beams, stress block parameters, and calculation of ultimate flexural strength.
1) Two-way slabs are slabs that require reinforcement in two directions because bending occurs in both the longitudinal and transverse directions when the ratio of longest span to shortest span is less than 2.
2) The document discusses various types of two-way slabs and design methods, focusing on the direct design method (DDM).
3) Using the DDM, the total factored load is first calculated, then the total factored moment is distributed to positive and negative moments. The moments are further distributed to column and middle strips using factors that consider the slab and beam properties.
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.
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
This document provides an overview of design in reinforced concrete according to BS 8110. It discusses the basic materials used - concrete and steel reinforcement - and their properties. It describes two limit states for design: ultimate limit state considering failure, and serviceability limit state considering deflection and cracking. Key aspects of beam design are summarized, including types of beams, design for bending and shear resistance, and limiting deflection. Reinforcement detailing rules are also briefly covered.
The document discusses different methods of designing reinforced concrete elements:
1. Modular ratio (working stress) method, which assumes elastic behavior and uses factors of safety. It was the first accepted method but has limitations.
2. Load factor method, which avoids modular ratio and uses load factors to account for ultimate loads. However, it does not consider serviceability.
3. Limit state method, adopted in modern codes, which considers both ultimate and serviceability limit states using partial safety factors applied to loads and material strengths. It provides a comprehensive solution for safety and serviceability.
The document provides details to design the reinforcement for a basement retaining wall. It includes calculating the required wall thickness, loads on the wall, bending moments, shear forces, and reinforcement requirements. The summary is as follows:
1. The thickness of the basement retaining wall is determined to be 200mm based on the given height and material properties.
2. The loads on the wall, including soil pressure, water pressure, and surcharge loads are calculated.
3. The bending moment and shear force diagrams are drawn, with the maximum bending moment found to be 33.12 kNm and maximum shear force 65.76kN.
4. The required vertical and horizontal reinforcement is calculated for different sections based on
This document provides information about the course "Design & Detailing of RC Structures 10CV321" taught by Dr. G.S. Suresh at NIE Mysore. It lists several reference books for the course and provides the evaluation pattern for both theory and drawing components. It also outlines the course content which includes limit state design method, stress-strain behavior of materials, assumptions in limit state design, behavior of reinforced concrete beams, stress block parameters, and calculation of ultimate flexural strength.
This document discusses the design of two-way floor slab systems. It compares the behavior of one-way and two-way slabs, describing how two-way slabs carry load in two directions versus one direction for one-way slabs. Different two-way slab systems like flat plates, waffle slabs, and ribbed slabs are described. Methods for analyzing two-way slabs include direct design, equivalent frame, elastic, plastic, and nonlinear analysis. Design considerations like minimum slab thickness are discussed along with examples calculating thickness.
The document discusses modeling and failure modes of reinforced concrete beams. It covers the following key points:
- Mathematical modeling of reinforced concrete is essential for civil engineering. The three failure modes to investigate are tension, compression, and shear.
- The Whitney rectangular stress distribution model approximates the complex compressive stress distribution with a rectangle. It defines the height of the stress box and calculates the tension and compression forces.
- Models are presented for tension failure based on steel yield strength, compression failure based on the reinforcement ratio, and shear failure based on the concrete and steel contributions.
- An example is given to analyze a reinforced concrete beam and calculate its moment capacity using the Whitney model, given properties of the concrete
This document discusses T-beams, which are more suitable than rectangular beams in reinforced concrete. There are two types of T-beams: monolithic and isolated. It provides notations and code recommendations for T-beams from IS: 456. There are three cases for finding the depth of the neutral axis in a T-beam: when it lies in the flange, in the rib, or at the junction. An example problem is worked through to find the moment of resistance for a given T-beam section using the provided concrete and steel properties.
This document discusses reinforced concrete columns. It begins by defining columns and different column types, including based on shape, reinforcement, loading conditions, and slenderness ratio. Short columns fail due to material strength while slender columns are at risk of buckling. The document covers column design considerations like unsupported length and effective length. It provides examples of single storey building column design and discusses minimum longitudinal reinforcement requirements in columns.
This chapter of the SAFE user's guide provides an overview of the program's graphical user interface. The interface includes a main window, title bars, menu bar, toolbars, up to four display windows, status bar, and mouse pointer position display. It describes the purpose and basic functions of each component to orient the user to the layout and navigation of the program.
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.
Design of Reinforced Concrete Structure (IS 456:2000)MachenLink
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 compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
CE 72.52 - Lecture 7 - Strut and Tie ModelsFawad Najam
The document discusses the strut-and-tie approach for analyzing concrete structures. It begins with background concepts such as Bernoulli's hypothesis, St. Venant's principle, and the lower bound theorem of plasticity. It then discusses how axial stresses, shear stresses, and the interaction of stresses affect concrete sections. The document outlines the ACI approach to shear-torsion design and provides equations from ACI 318 for calculating the concrete shear capacity. It introduces the concept of modeling concrete as a truss system and compares this to flexural behavior in beams. The strut-and-tie method is presented as a unified approach for considering all load effects. Guidelines are provided for developing an appropriate strut-and-tie model and
The document discusses flat slab construction and design. It begins by defining a flat slab as a reinforced concrete slab without beams that transfers loads directly to supporting columns. It describes various types of flat slabs including simple flat slabs, those with drop panels or column heads, or both. The document outlines design considerations for flat slabs including analyzing column and middle strips, estimating depth, and calculating moments and shear. It also discusses advantages such as reduced height and construction time. In summary, the document provides information on flat slab types, design methodology, and benefits compared to other construction methods.
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.
Calulation of deflection and crack width according to is 456 2000Vikas Mehta
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 provides instruction on analyzing three-hinged arches. It defines a three-hinged arch as a statically determinate structure with three hinges: two at the supports and one at the crown. The document describes how to determine the reactions of a three-hinged arch under a concentrated load using equations of static equilibrium. It presents an example problem showing how bending moment is reduced in a three-hinged arch compared to a simply supported beam carrying the same load.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
The document discusses different methods of designing concrete structures, focusing on the limit state method. It describes the limit state method's goal of achieving an acceptable probability that a structure will not become unsuitable for its intended use during its lifetime. The document then discusses stress-strain curves for concrete and steel. It covers stress block parameters and equations for calculating the depth of the neutral axis and moment of resistance for singly reinforced concrete beams. The document concludes by providing examples of analyzing an existing beam section and designing a new beam section.
This document discusses ductile detailing of reinforced concrete (RC) frames according to Indian standards. It explains that detailing involves translating the structural design into the final structure through reinforcement drawings. Good detailing ensures reinforcement and concrete interact efficiently. Key aspects of ductile detailing covered include requirements for beams, columns, and beam-column joints to improve ductility and seismic performance. Specific provisions are presented for longitudinal and shear reinforcement in beams and columns, as well as confining reinforcement and lap splices. The importance of cover and stirrup spacing is also discussed.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document discusses two-way slabs, which are supported on all four sides or at column centerlines. It describes two main types - edge supported slabs and column supported slabs. Edge supported slabs are suitable for spans of 20-30 feet and live loads of 60-120 psf. They have increased stiffness and low deflection. Column supported slabs include flat slabs and two-way ribbed/waffle slabs. Flat slabs have no beams or column capitals and are suitable for spans of 20-30 feet. Ribbed and waffle slabs have reduced dead load and architectural beauty, with spans of 30-48 feet and live loads of 60-120 psf. The document also discusses minimum
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.
This document discusses reinforced concrete design. It covers topics such as constituent materials and properties, basic principles, analysis methods, strength of concrete, stress-strain curves, modulus of elasticity, assumptions in design, failure modes, design philosophies, safety provisions, structural elements, and analysis of reinforced concrete sections. Flexural failure modes and equations of equilibrium for reinforced concrete design are also presented.
Design details of Steel concrete composite flooring using profiled deck sheets and lightweight concrete; their bending and shear strengths and their serviceability criteria are given in this slide
This document discusses the design of two-way floor slab systems. It compares the behavior of one-way and two-way slabs, describing how two-way slabs carry load in two directions versus one direction for one-way slabs. Different two-way slab systems like flat plates, waffle slabs, and ribbed slabs are described. Methods for analyzing two-way slabs include direct design, equivalent frame, elastic, plastic, and nonlinear analysis. Design considerations like minimum slab thickness are discussed along with examples calculating thickness.
The document discusses modeling and failure modes of reinforced concrete beams. It covers the following key points:
- Mathematical modeling of reinforced concrete is essential for civil engineering. The three failure modes to investigate are tension, compression, and shear.
- The Whitney rectangular stress distribution model approximates the complex compressive stress distribution with a rectangle. It defines the height of the stress box and calculates the tension and compression forces.
- Models are presented for tension failure based on steel yield strength, compression failure based on the reinforcement ratio, and shear failure based on the concrete and steel contributions.
- An example is given to analyze a reinforced concrete beam and calculate its moment capacity using the Whitney model, given properties of the concrete
This document discusses T-beams, which are more suitable than rectangular beams in reinforced concrete. There are two types of T-beams: monolithic and isolated. It provides notations and code recommendations for T-beams from IS: 456. There are three cases for finding the depth of the neutral axis in a T-beam: when it lies in the flange, in the rib, or at the junction. An example problem is worked through to find the moment of resistance for a given T-beam section using the provided concrete and steel properties.
This document discusses reinforced concrete columns. It begins by defining columns and different column types, including based on shape, reinforcement, loading conditions, and slenderness ratio. Short columns fail due to material strength while slender columns are at risk of buckling. The document covers column design considerations like unsupported length and effective length. It provides examples of single storey building column design and discusses minimum longitudinal reinforcement requirements in columns.
This chapter of the SAFE user's guide provides an overview of the program's graphical user interface. The interface includes a main window, title bars, menu bar, toolbars, up to four display windows, status bar, and mouse pointer position display. It describes the purpose and basic functions of each component to orient the user to the layout and navigation of the program.
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.
Design of Reinforced Concrete Structure (IS 456:2000)MachenLink
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 compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
CE 72.52 - Lecture 7 - Strut and Tie ModelsFawad Najam
The document discusses the strut-and-tie approach for analyzing concrete structures. It begins with background concepts such as Bernoulli's hypothesis, St. Venant's principle, and the lower bound theorem of plasticity. It then discusses how axial stresses, shear stresses, and the interaction of stresses affect concrete sections. The document outlines the ACI approach to shear-torsion design and provides equations from ACI 318 for calculating the concrete shear capacity. It introduces the concept of modeling concrete as a truss system and compares this to flexural behavior in beams. The strut-and-tie method is presented as a unified approach for considering all load effects. Guidelines are provided for developing an appropriate strut-and-tie model and
The document discusses flat slab construction and design. It begins by defining a flat slab as a reinforced concrete slab without beams that transfers loads directly to supporting columns. It describes various types of flat slabs including simple flat slabs, those with drop panels or column heads, or both. The document outlines design considerations for flat slabs including analyzing column and middle strips, estimating depth, and calculating moments and shear. It also discusses advantages such as reduced height and construction time. In summary, the document provides information on flat slab types, design methodology, and benefits compared to other construction methods.
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.
Calulation of deflection and crack width according to is 456 2000Vikas Mehta
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 provides instruction on analyzing three-hinged arches. It defines a three-hinged arch as a statically determinate structure with three hinges: two at the supports and one at the crown. The document describes how to determine the reactions of a three-hinged arch under a concentrated load using equations of static equilibrium. It presents an example problem showing how bending moment is reduced in a three-hinged arch compared to a simply supported beam carrying the same load.
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
The document discusses different methods of designing concrete structures, focusing on the limit state method. It describes the limit state method's goal of achieving an acceptable probability that a structure will not become unsuitable for its intended use during its lifetime. The document then discusses stress-strain curves for concrete and steel. It covers stress block parameters and equations for calculating the depth of the neutral axis and moment of resistance for singly reinforced concrete beams. The document concludes by providing examples of analyzing an existing beam section and designing a new beam section.
This document discusses ductile detailing of reinforced concrete (RC) frames according to Indian standards. It explains that detailing involves translating the structural design into the final structure through reinforcement drawings. Good detailing ensures reinforcement and concrete interact efficiently. Key aspects of ductile detailing covered include requirements for beams, columns, and beam-column joints to improve ductility and seismic performance. Specific provisions are presented for longitudinal and shear reinforcement in beams and columns, as well as confining reinforcement and lap splices. The importance of cover and stirrup spacing is also discussed.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document discusses two-way slabs, which are supported on all four sides or at column centerlines. It describes two main types - edge supported slabs and column supported slabs. Edge supported slabs are suitable for spans of 20-30 feet and live loads of 60-120 psf. They have increased stiffness and low deflection. Column supported slabs include flat slabs and two-way ribbed/waffle slabs. Flat slabs have no beams or column capitals and are suitable for spans of 20-30 feet. Ribbed and waffle slabs have reduced dead load and architectural beauty, with spans of 30-48 feet and live loads of 60-120 psf. The document also discusses minimum
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.
This document discusses reinforced concrete design. It covers topics such as constituent materials and properties, basic principles, analysis methods, strength of concrete, stress-strain curves, modulus of elasticity, assumptions in design, failure modes, design philosophies, safety provisions, structural elements, and analysis of reinforced concrete sections. Flexural failure modes and equations of equilibrium for reinforced concrete design are also presented.
Design details of Steel concrete composite flooring using profiled deck sheets and lightweight concrete; their bending and shear strengths and their serviceability criteria are given in this slide
Experimental Investigation on Steel Concrete Composite Floor SlabIRJET Journal
This document summarizes an experimental investigation on steel-concrete composite floor slabs. Cold-formed steel decking with trapezoidal profiles was used to construct composite floor slabs with concrete. Shear connectors in the form of stud bolts connected the steel decking to the concrete. Three specimens were tested - an RCC slab, a composite slab, and a composite truss. The composite truss was fabricated from steel and connected to the decking and concrete with shear connectors. All specimens were tested for load carrying capacity. The composite truss performed comparably to the RCC slab and was found to effectively transfer loads through composite action between the steel and concrete components.
This document provides information on reinforced concrete design methods and concepts. It discusses the different types of loads considered in building design, the advantages of reinforced concrete, and disadvantages. It also covers working stress method assumptions, modular ratio definition, and limit state method advantages over other methods. Limit state is defined as a state of impending failure beyond which a structure can no longer function satisfactorily in terms of safety or serviceability.
1. It discusses the advantages and disadvantages of reinforced concrete as a structural material and its wide use in structures.
2. It outlines key design assumptions used in reinforced concrete design including strain compatibility between concrete and steel, stress-strain relationships of materials, and failure conditions.
3. It describes the behavior of reinforced concrete beams under increasing loads and how cracking occurs initially in the tension side before steel reinforcement engages to resist bending.
This document discusses prestressed concrete, including:
- The basic concepts of prestressing including using metal bands, pre-tensioned spokes, and introducing stresses to counteract external loads.
- Design concepts like losses in prestressing structures from elastic shortening, creep, shrinkage, relaxation, friction, and anchorage slip.
- Provisions for prestressing in the Indian Road Congress Bridge Code and Indian Standard Code.
- Construction aspects like casting of girders, post-tensioning work, and load testing of structures.
Design of Metal Deck Sheet and Composite I-Section as secondary memberIRJET Journal
This document discusses the design of a metal deck sheet and composite I-section beam to be used as secondary structural members. It first provides an introduction to steel structures and their advantages. It then outlines the loads considered in the design, including dead and live loads. The design of the metal deck sheet is presented, checking that it satisfies bending stress and deflection requirements. Finally, the design of the composite I-section beam is described, analyzing it under dead and live loads and checking stresses, deflections, and shear capacity. The design satisfies all code requirements.
Research Inventy : International Journal of Engineering and Science is publis...researchinventy
This document summarizes a study on the flexural behavior of beams made of hollow concrete blocks with reinforcement. Four reinforced concrete masonry beams were constructed and tested. The results showed that the moment capacity of the beams increased with higher percentages of tensile reinforcement. Cracks initially formed in the middle of the beams where bending moments were highest. Cracks propagated through the mortar joints which are the weakest points. The failure loads from testing matched closely with values calculated from ultimate limit state theory. In conclusion, reinforced hollow concrete block masonry can effectively resist bending forces when properly designed.
This document contains a summary of key concepts related to the design of reinforced concrete structures. It begins with multiple choice questions testing knowledge of topics like modulus of rupture, bleeding of concrete, factors affecting concrete strength, and design philosophies. It then covers the design of various structural elements like beams, slabs, and shear reinforcement. Questions are included on the design of singly reinforced beams, doubly reinforced beams, flanged beams, shear design, bond and torsion. Key terms are also defined related to limit states and partial safety factors.
This document summarizes a study on the performance of steel fibre reinforced interlocking hollow concrete blocks used as load bearing walls. The blocks were designed with interlocking ends and hollow portions to reduce weight and facilitate placement of electrical and plumbing utilities. Masonry walls were constructed using these blocks, locally available solid blocks, and hollow blocks to compare their load carrying capacities. Tests on concrete cubes, cylinders and beams with and without steel fibres showed that addition of steel fibres increased the compressive, splitting tensile and flexural strengths. Walls built with the steel fibre reinforced hollow blocks exhibited a 22% higher load carrying capacity and suffered less cracking compared to walls using solid or hollow blocks without fibres. The study concluded that these lightweight
Prestressing Concept, Materilas and Prestressing SystemLatif Hyder Wadho
The document discusses prestressing concepts and materials used in prestressed concrete. It describes how prestressing applies an initial compressive stress to concrete prior to service loads to improve strength and durability. Common prestressing materials include high-strength steel strands/wires, which are assembled into tendons and anchored internally or externally before or after concrete casting for pre-tensioning or post-tensioning. Grout is also discussed for transmitting stress between steel and concrete.
This document provides information on steel structures and design of steel structures. It includes common steel structures like trusses, bridges, towers, tanks and chimneys. It discusses the advantages and disadvantages of steel structures. It also covers structural steel sections and properties, stress-strain behavior, connections using rivets, bolts and welds. The document discusses the limit state design method for steel structures as per Indian standards. It provides details on loads, load combinations, strength and serviceability limit states. Overall, the document serves as a reference for the design of steel structures.
This document summarizes key requirements for ductile detailing of reinforced concrete structures according to IS 13920:2016. It discusses the importance of ductility in allowing structures to resist seismic forces through inelastic deformation without collapse. Requirements are provided for ductile detailing of beams and columns, including minimum steel grades, reinforcement ratios and spacing, hook and lap splice details, and confinement reinforcement. The goal of ductile detailing is to avoid brittle failures and ensure ductile behavior through controlled yielding of steel reinforcement.
This document discusses materials used for pre-stressed concrete, including high strength concrete and high tensile steel. It notes that pre-stressed concrete requires high compressive strength concrete with higher tensile strength than ordinary concrete. It also discusses that high strength concrete can achieve compressive strengths ranging from 70-100 N/mm2 without unusual materials. Regarding high tensile steel, it states that steel with slightly increased carbon content is generally used, and discusses strength requirements and permissible stresses in the steel. Proper protection of prestressing steel is also important to prevent corrosion.
EFFECT ON SHEAR IN DEEP BEAM BY USING CRIMPED STEEL FIBERijiert bestjournal
This paper evaluates the shear strength of steel fi ber reinforced concrete deep beam without stirrups with the help of experimental work. For th is experimental work 24 no. of simply supported deep beam without stirrups were cast at t he concrete technology laboratory. Test of two point load acting symmetrically with respect to center line of span after the beams were kept in curing room for 28 days. Fiber varied as 0%,.2 6%,.52%,1% by the volume of concrete. Crimped steel fiber are randomly mixed in concrete 18 beam divided into two series. I series shear span to depth ratio kept as .6 and II serie s 0.74. Average ratio of actual and predicted shear strength for different equation is calculated and accuracy of the equation are check out as well as deflection and cracking pattern are also re ported.
Prestressed concrete is a structural material that allows for predetermined, engineering stresses to be placed in members to counteract the stresses that occur when they are subject to loading.
This document summarizes how beams and columns in reinforced concrete (RC) buildings resist earthquakes. It discusses the reinforcement and design strategies for beams and columns.
For beams, it describes the longitudinal bars and stirrups that provide flexural strength and resist shear cracks. The design focuses on placement of steel to resist stretching on both faces. Columns use longitudinal bars and transverse ties to resist axial and shear stresses. The design aims to prevent shear failure through close spacing of ties. Reinforcement details like hook ends and lap lengths are specified to improve ductility.
The document compares the flexural behavior of reinforced concrete beams and prestressed concrete beams. It discusses the materials and specifications used, including concrete grades of M20 for reinforced concrete and M35 for prestressed concrete. An experimental program is described that involved casting and testing beams of both types with the same cross-section but different reinforcement. The results showed that prestressed concrete beams had 12.4% higher moment resistance and 60% less ultimate deflection compared to reinforced concrete beams. Prestressed beams also had a higher cracking moment and shear failure rather than flexural failure. Overall, the prestressed concrete beams exhibited better structural behavior than the reinforced concrete beams.
this presentation has animations, play it in ms powerpoint as slideshow for better understanding.
this module includes
a) Introduction
b) Advantages and types of
pre-stressing
c) Pre-stressing systems
d) Materials for pre-stressing
E) PREREQUISITE OF SOM
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1. Design in reinforced concrete
Prepared by: M.N.M Azeem Iqrah
B.Sc.Eng (Hons), C&G (Gdip)Skills College of Technology
2. Introduction
• Reinforced concrete is a composite material,
consisting of steel reinforcing bars embedded
in concrete.
• Concrete has high compressive strength but
low tensile strength.
• Steel bars can resist high tensile stresses but
will buckle when subjected to comparatively
low compressive stresses.
3. Introduction
• Steel bars are used in the zones within a
concrete member which will be subjected to
tensile stresses.
• Reinforced concrete is an economical
structural material which is both strong in
compression and in tension.
• Concrete provides corrosion protection and
fire resistance to the steel bars.
4. Basic of design
• Two limit states design for reinforced concrete
in accordance to BS 8110.
1. Ultimate limit state – considers the behaviour
of the element at failure due to bending,
shear and compression or tension.
2. The serviceability limit state considers the
behaviour of the member at working loads
and is concerned with deflection and
cracking.
5. Material properties - concrete
• The most important property is the compressive
strength. The strength may vary due to operation
such as transportation, compaction and curing.
• Compressive strength is determined by
conducting compressive test on concrete
specimens after 28 days of casting.
• Two types of specimen: (1) 100 mm cube (BS
standard), and (2) 100 mm diameter by 200 mm
long cylinder.
6. Characteristic compressive strength of
concrete
• Characteristic strength of concrete is defined
as the value below which no more than 5
percent of the test results fall.,
7. Characteristic compressive strength
(fcu) of concrete
Chanakya Arya, 2009. Design of structural
elements 3rd edition, Spon Press.
Cylinder strength
Cube strength
• Concrete strength classes in the range of C20/25
and C50/60 can be designed using BS 8110.
8. Stress-strain curve for concrete
Stress strain curve for
concrete cylinder
(Chanakya Arya, 2009. Design of structural elements 3rd edition,
SponPress.)
Idealized stress strain curve for
concrete in the BS8110
9. Material properties of steel
• Idealized stress-strain curve for steel.
1. An elastic region,
2. Perfectly plastic region (strain hardening of steel is
ignored)
BS 8110, 1997
10. Durability (clause 3.1.5, BS 8110)
• Durability of concrete structures is achieved
by:
1. The minimum strength class of concrete
2. The minimum cover to reinforcement
3. The minimum cement content
4. The maximum water/cement ratio
5. The cement type or combination
6. The maximum allowable surface crack width
11. Fire protection (clause 3.3.6, BS8110)
• Fire protection of reinforced concrete
members is largely by specifying limits for:
1. Nominal thickness of cover to the
reinforcement,
2. Minimum dimensions of members.
14. Beams (clause 3.4, BS8110)
• Beams in reinforced concrete structures can
be defined according to:
1. Cross-section
2. Position of reinforcement
3. Support conditions
15. Beam design
• In ultimate limit state, bending is critical for
moderately loaded medium span beams.
Shear is critical for heavily loaded short span
beams.
• In service limit state, deflection will be
considered.
• Therefore, every beam must be design against
bending moment resistance, shear resistance
and deflection.
16. Types of beam by cross section
Rectangular section L-section T-section
•L- and T-section beams are produced due to
monolithic construction between beam and slab. Part
of slab contributes to the resistance of beam.
•Under certain conditions, L- and T-beams are more
economical than rectangular beams.
17. Types of beam by reinforcement
position
Singly reinforced Doubly reinforced
• Singly reinforced – reinforcement to resist tensile stress.
• Doubly reinforced – reinforcement to resist both tensile
and compressive stress.
• Compressive reinforcement increases the moment
capacity of the beam and can be used to reducethe
depth of beams.
19. Design for bending
M ≤ Mu
Maximum moment on beam ≤ moment capacity of
the section
The moment capacity of the beam is affected by:
1. The effective depth, d
2. Amount of reinforcement,
3. Strength of steel bars
4. Strength of concrete
21. Moment capacity of singly reinforced
beam
Fcc
Fst
z
Force equilibrium
Fst =Fcc
Fcc = stress xarea
=
Moment capacity of the section
22. Singly reinforced beam
• If
Then the singly reinforced section is sufficient to
resist moment.
Otherwise, the designer have to increase the
section size or design a doubly reinforced
section
23. Doubly reinforced beam
• If
The concrete will have insufficient strength in
compression. Steel reinforcement can be
provided in the compression zone to increase
compressive force.
Beams which contain tension and compression
reinforcement are termed doubly reinforced.
25. Example 3.2 Singly reinforced beam
(Chanakya Arya, 2009)
• A simply supported rectangular beam of 7 m span carries
characteristic dead (including self-weight of beam), gk and
imposed, qk, loads of 12 kN/m and 8 kN/m respectively.
Assuming the following material strengths, calculate the area
of reinforcement required.
26. Example 3.2 Singly reinforced beam
(Chanakya Arya, 2009)
Compression reinforcement is not required
27. Example 3.2 Singly reinforced beam
(Chanakya Arya, 2009)
Provide 4H20, (As = 1260 mm2)
29. Example 3.7 Doubly reinforced beam
(Chanakya Arya, 2009)
• The reinforced concrete beam has an effective span of 9m and
carries uniformly distributed dead load (including self weight
of beam) and imposed loads as shown in figure below. Design
the bending reinforcement.
33. Failure mode of beam in beam
• The failure mode of beam in bending depends on
the amount of reinforcement.
(1)under reinforced reinforced beam – the steel
yields and failure will occur due to crushing of
concrete. The beam will show considerable
deflection and severe cracking thus provide
warning sign before failure.
(2)over-reinforced – the steel does not yield and
failure is due to crushing of concrete. There is no
warning sign and cause sudden, catastrophic
collapse.
34. Shear (clause 3.4.5, BS8110)
• Two principal shear failure mode:
(a)diagonal tension – inclined crack develops and
splits the beam into two pieces. Shear link should
be provide to prevent this failure.
(b)diagonal compression – crushing of concrete.
The shear stress is limited to 5 N/mm2 or
0.8(fcu)0.5.
35. Shear (clause 3.4.5, BS8110)
• The shear stress is determined by:
• The shear resistance in the beam is attributed
to (1) concrete in the compression zone, (2)
aggregate interlock across the crack zone and
(3) dowel action of tension reinforcement.
36. Shear (clause 3.4.5, BS8110)
• The shear resistance can be determined using
calculating the percentage of longitudinal
tension reinforcement (100As/bd) and
effective depth
37. Shear (clause 3.4.5, BS8110)
• The values in the table above are obtained
based on the characteristic strength of 25
N/mm2. For other values of cube strength up
to maximum of 40 N/mm2, the design shear
stresses can be determined by multiplying the
values in the table by the factor (fcu/25)1/3.
39. Shear (clause 3.4.5, BS8110)
• When the shear stress exceeded the 0.5c,
shear reinforcement should be provided.
(1) Vertical shear link
(2) A combination of vertical and inclined bars.
41. Example 3.3 Design of shear reinforcement
(Chanakya Arya, 2009)
• Design the shear reinforcement for the beam
using high yield steel fy = 500 N/mm2 for the
following load cases:
1. qk = 0
2. qk = 10 kN/m
3. qk = 45 kN/m
45. Example 3.3 Design of shear reinforcement (Chanakya Arya, 2009)
Provide nominal shear link
= 0.3
46. • The links spacing Sv should not exceed 0.75d
(0.75*547 = 410 mm).
• Use H8 at 300 mm centres.
Example 3.3 Design of shear reinforcement (Chanakya Arya, 2009)
47. Example 3.3 Design of shear reinforcement (Chanakya Arya, 2009)
Case 3 (qk = 45 kN/m)
48. Example 3.3 Design of shear reinforcement (Chanakya Arya, 2009)
Provide H8 at 150 mm centres.
Nominal shear links can be used from mid-span to position v = 1.05 N/mm2, to produce an
economical design
Provide H8 at 300 mm centres. For 2.172 m
either side from centres.
50. Deflection
• For rectangular beam,
1. The final deflection should not exceed span/250
2. Deflection after construction of finishes and
partitions should not exceed span/500 or
20mm, whichever is the lesser, for spans up to
10 m.
BS 8110 uses an approximate method based on
permissible ratios of the span/effective depth.
51. Deflection (clause 3.4.6.3)
• This basic span/effective depth ratio is used in
determining the depth of the reinforced
concrete beam.
52. Reinforcement details (clause 3.12, BS
8110)
• The BS 8110 spell out a few rules to follow
regarding:
1. Maximum and minimum reinforcement area
2. Spacing of reinforcement
3. Curtailment and anchorage of reinforcement
4. Lapping of reinforcement
53. Reinforcement areas (clause 3.12.5.3
and 3.12.6.1, BS 8110)
• Minimum area of reinforcement is provided to
control cracking of concrete.
• Too large an area of reinforcement will hinder
proper placing and compaction of concrete
around reinforcement.
• For rectangular beam with b (width) and h
(depth), the area of tensile reinforcement, As
should lie:
• 0.24% bh ≤As ≤ 4% bh
• 0.13% bh ≤As ≤ 4% bh
for fy = 250 N/mm2
for fy = 500 N/mm2
54. Spacing of reinforcement (clause
3.12.11.1, BS 8110)
• The minimum spacing between tensile
reinforcement is provided to achieve good
compaction. Maximum spacing is specified to
control cracking.
• For singly reinforcement simply supported beam
the clear horizontal distance between tension bars
should follow:
• hagg + 5 mm or bar size≤ sb≤ 280 mm fy = 250
N/mm2
• hagg + 5 mm or bar size≤ sb≤ 155 mm fy = 500
N/mm2 (hagg is the maximum aggregate size)
55. Curtailment (clause 3.12.9, BS 8110)
• The area tensile reinforcement is calculated
based on the maximum bending moment at mid-
span. The bending moment reduces as it
approaches to the supports. The area of tensile
reinforcement could be reduced (curtailed) to
achieve economic design.
57. Anchorage (clause 3.12.9, BS 8110)
• At the end support, to achieve proper anchorage
the tensile bar must extend a length equal to one
of the following:
1. 12 times the bar size beyond the centre line of
the support
2. 12 times the bar size plus d/2 from the face of
support
(Chanakya Arya, 2009)
58. Anchorage (clause 3.12.9, BS 8110)
• In case of space limitation, hooks
or bends in the reinforcementcan
be use in anchorage.
• If the bends started after the
centre of support, the anchorage
length is at least 4 but not greater
than 12.
• If the hook started before d/2 from
the face of support, the anchorage
length is at 8r but not greater than
24.
59. Continuous L and T beam
• For continuous beam, various loading
arrangement need to be considered to obtain
maximum design moment and shear force.
60. Continuous L and T beam
• The analysis to calculate the bending moment
and shear forces can be carried out by
1. using moment distribution method
2. Provided the conditions in clause 3.4.3 of BS
8110 are satisfied, design coefficients can be
used.
61. Clause 3.4.3 of BS 8110: Uniformly-loaded continuous beams
with approximately equal spans: moments and
shears
62. L- and T- beam
• Beam and slabs are cast monolithically, that is,
they are structurally tied.
• At mid-span, it is more economical to design
the beam as an L or T section by including the
adjacent areas of the slab. The actual width of
slab that acts together with the beam is
normally termed the effective flange.
63.
64. L- and T-beam
• At the internal supports, the bending moment
is reversed and it should be noted that the
tensile reinforcement will occur in the top half
of the beam and compression reinforcement
in the bottom half of the beam.
65. Clause 3.4.1.5: Effective width of
flanged beam
Effective span – for continuous beam the effective span
should normally taken as the distance between the centres of
supports
66. L- and T- beam
• The depth of neutral axis in relation to the
depth of the flange will influence the design
process.
• The neutral axis
• When the neutral axis lies within the
flange, the breadth of the beam at mid-
span(b) is equal to the effective flange
width. At the support of a continuous beam,
the breadth is taken as the actual width of
the beam.