This document summarizes the design of pipe support structures for structural engineers. It discusses loads on the structures from pipe expansion and contraction due to temperature changes. Frictional forces between pipes and supports are small compared to expansion forces. Stability bracing is required to prevent structural instability. Key details include avoiding oversized holes, providing expansion joints over 500 feet, and bracing T-supports in both axes by connecting flanges.
Design for Short Axially Loaded Columns ACI318Abdullah Khair
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.
Design of short columns using helical reinforcementshivam gautam
Helical reinforcement, also known as spiral reinforcement, is used in circular concrete columns. It consists of longitudinal bars enclosed within a continuously wound spiral reinforcement. Helical reinforcement is sometimes designed instead of normal links for columns because it provides increased strength and ductility. The spiral reinforcement acts compositely with the concrete core and allows the column to sustain higher loads than those with normal links. It also minimizes the risk of stirrups opening during seismic events. The document then provides details on the design of helical reinforcement for short concrete columns, including governing equations and an example problem.
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
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1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
This document provides an overview of reinforced concrete columns. It defines columns and discusses different types, including tied columns and spirally reinforced columns. It covers load transfer from beams and slabs to columns. Short and slender columns are defined based on their strength considerations. Buckling and its causes are explained. The document outlines design requirements for columns from the ACI code, including minimum reinforcement, clearances, tie and spiral specifications. Strength equations for short axially loaded columns are presented.
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.
The document discusses shear design of beams. It covers shear strength, which depends on the web thickness and h/t ratio to prevent shear buckling. Shear strength is calculated as 60% of the tensile yield stress. Block shear failure is also discussed, where the strength is governed by the shear and net tension areas. An example calculates the maximum reaction based on block shear for a coped beam connection.
The document summarizes the analysis of reinforced concrete beam cross sections to determine their moment of resistance at the ultimate limit state. It outlines the key assumptions of the strength design method and describes the behavior of beams under small, moderate and ultimate loads. It also discusses balanced, under-reinforced and over-reinforced beam sections, and introduces the concept of the equivalent stress block to simplify calculations. Worked examples are provided to demonstrate how to determine the depth of the neutral axis and moment of resistance for various beam cross sections.
Design for Short Axially Loaded Columns ACI318Abdullah Khair
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.
Design of short columns using helical reinforcementshivam gautam
Helical reinforcement, also known as spiral reinforcement, is used in circular concrete columns. It consists of longitudinal bars enclosed within a continuously wound spiral reinforcement. Helical reinforcement is sometimes designed instead of normal links for columns because it provides increased strength and ductility. The spiral reinforcement acts compositely with the concrete core and allows the column to sustain higher loads than those with normal links. It also minimizes the risk of stirrups opening during seismic events. The document then provides details on the design of helical reinforcement for short concrete columns, including governing equations and an example problem.
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
Visit : https://teacherinneed.wordpress.com/
1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
This document provides an overview of reinforced concrete columns. It defines columns and discusses different types, including tied columns and spirally reinforced columns. It covers load transfer from beams and slabs to columns. Short and slender columns are defined based on their strength considerations. Buckling and its causes are explained. The document outlines design requirements for columns from the ACI code, including minimum reinforcement, clearances, tie and spiral specifications. Strength equations for short axially loaded columns are presented.
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.
The document discusses shear design of beams. It covers shear strength, which depends on the web thickness and h/t ratio to prevent shear buckling. Shear strength is calculated as 60% of the tensile yield stress. Block shear failure is also discussed, where the strength is governed by the shear and net tension areas. An example calculates the maximum reaction based on block shear for a coped beam connection.
The document summarizes the analysis of reinforced concrete beam cross sections to determine their moment of resistance at the ultimate limit state. It outlines the key assumptions of the strength design method and describes the behavior of beams under small, moderate and ultimate loads. It also discusses balanced, under-reinforced and over-reinforced beam sections, and introduces the concept of the equivalent stress block to simplify calculations. Worked examples are provided to demonstrate how to determine the depth of the neutral axis and moment of resistance for various beam cross sections.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
1. The document discusses slender columns and their behavior under different loading conditions.
2. Slender columns can fail through buckling at a lower load than their critical load, whereas short columns fail through material crushing.
3. The behavior and failure loads of columns depends on their end conditions, whether they are prevented from lateral sway, and whether they experience single or double curvature bending.
4. Additional moments due to axial load effects and minimum eccentricities must be considered in the design of slender columns.
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.
Design of Beam- RCC Singly Reinforced BeamSHAZEBALIKHAN1
Concrete beams are an essential part of civil structures. Learn the design basis, calculations for sizing, tension reinforcement, and shear reinforcement for a concrete beam.
Paper " STRUT-AND-TIE MODEL AND 3-D NONLINEAR FINITE ELEMENT ANALYSIS FOR THE...Waleed E. El-Demerdash
This document discusses the use of strut-and-tie modeling and 3D nonlinear finite element analysis to predict the behavior of reinforced concrete shallow and deep beams with openings. It presents the development of strut-and-tie models based on experimental results for selected beams. Finite element analysis using ANSYS is also employed for selected beams to complement the strut-and-tie model results. A parametric study investigates factors affecting beam behavior. Comparisons are made between finite element results, strut-and-tie model results, and experimental data.
Deep beams are structural elements where a significant portion of the load is carried to the supports by compression forces combining the load and reaction. As a result, the strain distribution is nonlinear and shear deformations are significant compared to pure flexure. Examples include floor slabs under horizontal loads, short span beams carrying heavy loads, and transfer girders. The behavior of deep beams is two-dimensional rather than one-dimensional, and plane sections may not remain plane. Analysis requires a two-dimensional stress approach.
1. The document discusses plate girders, which are large flexural members made of welded steel plates used in bridges and buildings.
2. Plate girders are fabricated by welding steel plates to form the web and two flanges.
3. The web resists shear forces while the flanges resist bending moments. Thin, deep webs are prone to buckling under shear forces.
1. Columns are vertical structural elements that transmit loads from above to the foundation below through compression.
2. Concrete columns are commonly used in buildings to support beams, floors, and roofs. They can be cast-in-place or prefabricated and take different shapes like circular, rectangular, or square.
3. Reinforced concrete columns contain steel reinforcement, usually longitudinal bars and lateral ties or spirals, to strengthen the column and improve its load-bearing capacity. The type and amount of reinforcement depends on the size and load on the column.
Compression members are structural members subjected to axial compression or compressive forces. Their design is governed by strength and buckling capacity. Columns can fail due to local buckling, squashing, overall flexural buckling, or torsional buckling. Built-up columns use components like lacings, battens, and cover plates to help distribute stress more evenly and increase buckling resistance compared to a single member. Buckling occurs when a straight compression member becomes unstable and bends under a critical load.
This document discusses stresses that occur at the junction between cylindrical shells and conical bottoms or ends in pressure vessels. It presents an analysis of the compression stresses that exist in this area and provides equations and tables to calculate the stresses. The author proposes allowable stress values and provides guidance on reinforcing thickness requirements to safely address the stresses at the cylinder-cone junction.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is determined based on the loads applied, including axial load only, symmetrical beam loading, or loading in one or two bending directions. Links are included to prevent bar buckling. Examples show how to design column longitudinal reinforcement and links for different load cases.
Construction of modern buildings requires many pipes and ducts in order to accommodate essential services such as air conditioning, electricity, telephone, and computer network. Web openings in concrete beams enable the installation of these services. A number of studies have been conducted with regards to reinforced concrete beams which contain web openings. The present paper aims to compile this state of the art work on the type of Reinforced Concrete (RC) beams with transverse web openings. Various design approaches and strengthening techniques are also presented.
This document contains lecture notes on the design of concrete columns. It defines key terms like effective length, pedestal, column, and discusses the classification of columns based on type of reinforcement, loadings, and slenderness ratio. It describes the functions of bracing in columns and design requirements for longitudinal and transverse reinforcement. The document states assumptions in limit state design of columns and the need to consider minimum eccentricity in design. It concludes with sample exercises related to column design.
This document provides information on the design of reinforced concrete slabs. It discusses slab classification, analysis methods, general design guidelines, behavior of one-way and two-way slabs, continuity, and detailing requirements. Two example problems are included to illustrate the design of a simply supported one-way slab and a monolithic two-way restrained slab.
Sheryar Bismil
Student of Mirpur University of Science & Technology(MUST).
Student of Final Year Civil Engineering Department Main campus Mirpur.
Here we Gonna to learn about the basic to depth wise study of Plan Reinforced Concrete-i.
From basis terminology to wide information about the analysis and design of Concrete member like column,Beam,Slab,etc.
The document provides information on column design according to BS 8110-1:1997, including general recommendations, classifications of columns, effective length and minimum eccentricity, design moments, and design. Short columns have a length to height or breadth ratio less than 15 for braced or 10 for unbraced. Braced columns have lateral stability from walls or bracing. Additional moments are considered for slender or unbraced columns based on deflection. Design moments are calculated considering axial load and biaxial bending for different column classifications. Shear design also considers axial load and reinforcement is required if shear exceeds the shear capacity. The interaction diagram is constructed based on equilibrium equations relating stresses on a column cross section to axial load and bending
- Deep beams are defined as beams with a shear span to depth ratio of less than 2. They behave differently than ordinary beams due to two-dimensional loading and non-linear stress distributions.
- Deep beams transfer significant load through compression forces between the load and supports. Shear deformations are more prominent.
- Design of deep beams requires considering two-dimensional effects, non-linear stress distributions, and large shear deformations. Procedures include checking minimum thickness, designing for flexure and shear, and detailing reinforcement.
This Presentation presents the design of Rivet joints which are also called boiler joints. It contains various parameters upon which boiler joints are designed. Pls find and enjoy.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
1. The document discusses slender columns and their behavior under different loading conditions.
2. Slender columns can fail through buckling at a lower load than their critical load, whereas short columns fail through material crushing.
3. The behavior and failure loads of columns depends on their end conditions, whether they are prevented from lateral sway, and whether they experience single or double curvature bending.
4. Additional moments due to axial load effects and minimum eccentricities must be considered in the design of slender columns.
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.
Design of Beam- RCC Singly Reinforced BeamSHAZEBALIKHAN1
Concrete beams are an essential part of civil structures. Learn the design basis, calculations for sizing, tension reinforcement, and shear reinforcement for a concrete beam.
Paper " STRUT-AND-TIE MODEL AND 3-D NONLINEAR FINITE ELEMENT ANALYSIS FOR THE...Waleed E. El-Demerdash
This document discusses the use of strut-and-tie modeling and 3D nonlinear finite element analysis to predict the behavior of reinforced concrete shallow and deep beams with openings. It presents the development of strut-and-tie models based on experimental results for selected beams. Finite element analysis using ANSYS is also employed for selected beams to complement the strut-and-tie model results. A parametric study investigates factors affecting beam behavior. Comparisons are made between finite element results, strut-and-tie model results, and experimental data.
Deep beams are structural elements where a significant portion of the load is carried to the supports by compression forces combining the load and reaction. As a result, the strain distribution is nonlinear and shear deformations are significant compared to pure flexure. Examples include floor slabs under horizontal loads, short span beams carrying heavy loads, and transfer girders. The behavior of deep beams is two-dimensional rather than one-dimensional, and plane sections may not remain plane. Analysis requires a two-dimensional stress approach.
1. The document discusses plate girders, which are large flexural members made of welded steel plates used in bridges and buildings.
2. Plate girders are fabricated by welding steel plates to form the web and two flanges.
3. The web resists shear forces while the flanges resist bending moments. Thin, deep webs are prone to buckling under shear forces.
1. Columns are vertical structural elements that transmit loads from above to the foundation below through compression.
2. Concrete columns are commonly used in buildings to support beams, floors, and roofs. They can be cast-in-place or prefabricated and take different shapes like circular, rectangular, or square.
3. Reinforced concrete columns contain steel reinforcement, usually longitudinal bars and lateral ties or spirals, to strengthen the column and improve its load-bearing capacity. The type and amount of reinforcement depends on the size and load on the column.
Compression members are structural members subjected to axial compression or compressive forces. Their design is governed by strength and buckling capacity. Columns can fail due to local buckling, squashing, overall flexural buckling, or torsional buckling. Built-up columns use components like lacings, battens, and cover plates to help distribute stress more evenly and increase buckling resistance compared to a single member. Buckling occurs when a straight compression member becomes unstable and bends under a critical load.
This document discusses stresses that occur at the junction between cylindrical shells and conical bottoms or ends in pressure vessels. It presents an analysis of the compression stresses that exist in this area and provides equations and tables to calculate the stresses. The author proposes allowable stress values and provides guidance on reinforcing thickness requirements to safely address the stresses at the cylinder-cone junction.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is determined based on the loads applied, including axial load only, symmetrical beam loading, or loading in one or two bending directions. Links are included to prevent bar buckling. Examples show how to design column longitudinal reinforcement and links for different load cases.
Construction of modern buildings requires many pipes and ducts in order to accommodate essential services such as air conditioning, electricity, telephone, and computer network. Web openings in concrete beams enable the installation of these services. A number of studies have been conducted with regards to reinforced concrete beams which contain web openings. The present paper aims to compile this state of the art work on the type of Reinforced Concrete (RC) beams with transverse web openings. Various design approaches and strengthening techniques are also presented.
This document contains lecture notes on the design of concrete columns. It defines key terms like effective length, pedestal, column, and discusses the classification of columns based on type of reinforcement, loadings, and slenderness ratio. It describes the functions of bracing in columns and design requirements for longitudinal and transverse reinforcement. The document states assumptions in limit state design of columns and the need to consider minimum eccentricity in design. It concludes with sample exercises related to column design.
This document provides information on the design of reinforced concrete slabs. It discusses slab classification, analysis methods, general design guidelines, behavior of one-way and two-way slabs, continuity, and detailing requirements. Two example problems are included to illustrate the design of a simply supported one-way slab and a monolithic two-way restrained slab.
Sheryar Bismil
Student of Mirpur University of Science & Technology(MUST).
Student of Final Year Civil Engineering Department Main campus Mirpur.
Here we Gonna to learn about the basic to depth wise study of Plan Reinforced Concrete-i.
From basis terminology to wide information about the analysis and design of Concrete member like column,Beam,Slab,etc.
The document provides information on column design according to BS 8110-1:1997, including general recommendations, classifications of columns, effective length and minimum eccentricity, design moments, and design. Short columns have a length to height or breadth ratio less than 15 for braced or 10 for unbraced. Braced columns have lateral stability from walls or bracing. Additional moments are considered for slender or unbraced columns based on deflection. Design moments are calculated considering axial load and biaxial bending for different column classifications. Shear design also considers axial load and reinforcement is required if shear exceeds the shear capacity. The interaction diagram is constructed based on equilibrium equations relating stresses on a column cross section to axial load and bending
- Deep beams are defined as beams with a shear span to depth ratio of less than 2. They behave differently than ordinary beams due to two-dimensional loading and non-linear stress distributions.
- Deep beams transfer significant load through compression forces between the load and supports. Shear deformations are more prominent.
- Design of deep beams requires considering two-dimensional effects, non-linear stress distributions, and large shear deformations. Procedures include checking minimum thickness, designing for flexure and shear, and detailing reinforcement.
This Presentation presents the design of Rivet joints which are also called boiler joints. It contains various parameters upon which boiler joints are designed. Pls find and enjoy.
This document discusses the design of tension members according to IS 800-2007. It defines tension members as structural elements subjected to direct axial tensile loads. Tension members can fail due to gross section yielding, net section rupture, or block shear failure. The document describes various types of tension members including wires, bars, plates, structural shapes, and their behavior under tensile loads. It provides equations to calculate the design strength based on the different failure modes and discusses factors like slenderness ratio and shear lag that influence tension member design. Numerical examples are given to illustrate the design strength calculations.
The document discusses concepts of stress, including:
1. Stress is defined as the force per unit area acting on a surface or section. There are two main types: normal stress and shear stress.
2. To determine if a structure can safely support a load, both the internal forces and the material properties must be considered.
3. Allowable stress values lower than the actual failure stress are used in design, with factors of safety typically between 1-3 depending on the application. This ensures the structure does not fail under expected loading conditions.
This document summarizes design considerations for shear in reinforced concrete structures. It discusses shear strength provided by concrete alone (Vc), shear strength provided by shear reinforcement (Vs), and methods for calculating total shear strength (Vn). It also covers requirements for shear reinforcement spacing and minimum amounts. Design aids are presented for calculating shear capacity of beams, slabs, and members under combined shear and torsion.
This document describes a study analyzing the seismic performance of a 2-story concentrically braced frame (CBF) building with and without dissipative single-pin connections using OpenSees software. It first provides details on the design and modeling of the single-pin connection, which is intended to improve the seismic response of CBFs by allowing full development of brace compressive strength. It then describes the OpenSees model of the connection and calibration against experimental data. Finally, it outlines the numerical analysis conducted, including design of the CBF building based on Canadian standards and comparison of the seismic response of the building with and without pin connections.
This document discusses composite construction, where a prefabricated beam and cast-in-place concrete slab act together as a unit. It defines composite construction and describes its advantages over non-composite construction, including increased stiffness, strength, and span length. The document discusses how shear connectors interconnect the beam and slab to achieve composite action. It provides equations for calculating the effective slab width, section properties of the composite section, and required strength of shear connectors. An example is given for designing a composite slab on a precast reinforced concrete beam.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
This document discusses the design of column base plates and steel anchorage to concrete. It provides an introduction to base plates and anchor rods, including materials and design considerations. It then covers the design of base plates for different load cases such as axial load, axial load plus moment, and axial load plus shear. Finally, it discusses the design of anchor rods for tension and shear loading based on the requirements in the ACI 318 code. The design procedures aim to ensure adequate load transfer from the steel column to the concrete foundation.
The document discusses buckling of columns under axial compression. It describes:
1) Different buckling theories including elastic buckling, inelastic buckling using tangent modulus theory and reduced modulus theory. Shanley's theory accounts for the effect of transverse displacement.
2) Factors affecting buckling strength including end conditions, initial crookedness, and residual stresses. Effective length accounts for end restraint.
3) Local buckling of thin plate elements can reduce the column's strength before its calculated buckling strength is reached. Flange and web buckling must be prevented.
Ch4 Bridge Floors (Steel Bridges تصميم الكباري المعدنية & Prof. Dr. Metwally ...Hossam Shafiq II
This chapter discusses bridge floors for roadway and railway bridges. It describes three main types of structural systems for roadway bridge floors: slab, beam-slab, and orthotropic plate. For railway bridges, the two main types are open timber floors and ballasted floors. The chapter then covers design considerations for allowable stresses, stringer and cross girder cross sections, and provides an example design for the floor of a roadway bridge with I-beam stringers and cross girders.
This document provides information on reinforced concrete design including:
- Concrete and steel properties such as modulus of elasticity and grades/strengths of reinforcing bars.
- Minimum concrete cover requirements for reinforcement.
- Load factors and combinations for ultimate strength design.
- Flexural design procedures for reinforced concrete beams including assumptions, stress/strain diagrams, and analysis for cases where steel yields or does not yield.
- Requirements for reinforcement spacing, minimum member thicknesses, and ductility.
Solution of Chapter- 05 - stresses in beam - Strength of Materials by SingerAshiqur Rahman Ziad
This document discusses stresses in beams, including flexural and shearing stresses. It provides formulas for calculating flexural stress based on the beam's moment of inertia, bending moment, and distance from the neutral axis. Several example problems are worked through applying these formulas. The document also discusses using economic beam sections that optimize the use of material by placing more area on the outer fibers where stresses are highest.
This document summarizes a study on the shear strength of plate girders. It proposes new design rules that utilize the post-buckling strength offered by transverse web stiffeners. An equation is developed to calculate the ultimate shear force as a function of stiffener spacing, girder depth, web thickness, material yield strength and modulus of elasticity. The equation accounts for both beam shear and a possible tension field that can develop in the web after buckling. The approach is validated through ultimate load tests.
This document discusses concepts related to the design of concrete beams including:
1. It introduces concepts like bending, shear, tension and compression as they relate to beam design.
2. It provides formulas for calculating reactions, shear forces, and bending moments in simply supported beams under different loading conditions.
3. It explains concepts like the neutral axis, stress blocks, and strain diagrams that are important to beam design.
4. It discusses factors that influence the strength of beams like the moment of inertia and reinforcement ratio.
5. It compares working stress and limit state methods of design.
This document summarizes the mechanical properties of materials through stress-strain diagrams. It discusses the differences between stress-strain diagrams for ductile versus brittle materials. For ductile materials, the diagram shows elastic behavior, yielding, strain hardening, necking, and true stress-strain. Brittle materials exhibit no yielding and rupture occurs at a much smaller strain. The document also discusses Hooke's law, Poisson's ratio, axial loading of materials, and provides examples of calculating deformation based on applied loads and material properties.
- Stress is defined as the internal force per unit area within a material. It can be tensile or compressive. Common types include normal stress and shear stress.
- Strain is a measure of deformation in a material under stress. Normal strain measures changes in length while shear strain measures changes in shape.
- The allowable stress for a material is less than its failure stress to ensure safety under loads. Factor of safety is defined as the ratio of failure stress to allowable stress.
This document discusses the flexural analysis of prestressed concrete using the strain compatibility method. It provides details on:
1) The iterative process used to calculate the ultimate flexural strength, which involves assuming a steel stress value and recalculating until strains match.
2) Applying the method to calculate the ultimate moment capacity of an I-beam example, with given concrete strength, steel properties, and effective prestress force.
3) Noting that while the equivalent stress block depth exceeds the flange thickness, the approximation has little effect on the results in this case due to the average flange thickness.
Reinforced concrete II Hand out Chapter 5_PPT_Torsion.pdfObsiNaanJedhani
This document discusses torsion in reinforced concrete beams. It describes:
- How torsional stresses develop and are distributed in circular, rectangular, and thin-walled hollow members. The maximum stress occurs at the surface.
- Cracking and failure occur due to principal tensile stresses at 45 degrees, forming spirals. Torsion reinforcement controls cracking.
- An equivalent space truss model is used to design for torsion, with stirrups resisting shear across cracks like tension members and longitudinal bars as chords.
- Equations are provided to calculate required torsional reinforcement and the maximum torque before crushing of the concrete.
This document summarizes a study on the behavior of short concrete columns reinforced with carbon fiber reinforced polymer (CFRP) bars and subjected to eccentric axial loads. Ten concrete columns with identical dimensions were tested. Some columns had steel reinforcement, some had CFRP bars, and one was unreinforced. The behavior of the columns was analyzed based on load-deflection response and failure mechanisms. The results showed that columns with CFRP bars had slightly lower load capacity than steel-reinforced columns under concentric loading but higher capacity under high eccentricity. Finite element analysis correlated reasonably well with experimental test data. In conclusion, CFRP reinforcement can effectively increase load capacity of eccentrically loaded columns.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
DEEP LEARNING FOR SMART GRID INTRUSION DETECTION: A HYBRID CNN-LSTM-BASED MODELgerogepatton
As digital technology becomes more deeply embedded in power systems, protecting the communication
networks of Smart Grids (SG) has emerged as a critical concern. Distributed Network Protocol 3 (DNP3)
represents a multi-tiered application layer protocol extensively utilized in Supervisory Control and Data
Acquisition (SCADA)-based smart grids to facilitate real-time data gathering and control functionalities.
Robust Intrusion Detection Systems (IDS) are necessary for early threat detection and mitigation because
of the interconnection of these networks, which makes them vulnerable to a variety of cyberattacks. To
solve this issue, this paper develops a hybrid Deep Learning (DL) model specifically designed for intrusion
detection in smart grids. The proposed approach is a combination of the Convolutional Neural Network
(CNN) and the Long-Short-Term Memory algorithms (LSTM). We employed a recent intrusion detection
dataset (DNP3), which focuses on unauthorized commands and Denial of Service (DoS) cyberattacks, to
train and test our model. The results of our experiments show that our CNN-LSTM method is much better
at finding smart grid intrusions than other deep learning algorithms used for classification. In addition,
our proposed approach improves accuracy, precision, recall, and F1 score, achieving a high detection
accuracy rate of 99.50%.
Redefining brain tumor segmentation: a cutting-edge convolutional neural netw...IJECEIAES
Medical image analysis has witnessed significant advancements with deep learning techniques. In the domain of brain tumor segmentation, the ability to
precisely delineate tumor boundaries from magnetic resonance imaging (MRI)
scans holds profound implications for diagnosis. This study presents an ensemble convolutional neural network (CNN) with transfer learning, integrating
the state-of-the-art Deeplabv3+ architecture with the ResNet18 backbone. The
model is rigorously trained and evaluated, exhibiting remarkable performance
metrics, including an impressive global accuracy of 99.286%, a high-class accuracy of 82.191%, a mean intersection over union (IoU) of 79.900%, a weighted
IoU of 98.620%, and a Boundary F1 (BF) score of 83.303%. Notably, a detailed comparative analysis with existing methods showcases the superiority of
our proposed model. These findings underscore the model’s competence in precise brain tumor localization, underscoring its potential to revolutionize medical
image analysis and enhance healthcare outcomes. This research paves the way
for future exploration and optimization of advanced CNN models in medical
imaging, emphasizing addressing false positives and resource efficiency.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
A SYSTEMATIC RISK ASSESSMENT APPROACH FOR SECURING THE SMART IRRIGATION SYSTEMSIJNSA Journal
The smart irrigation system represents an innovative approach to optimize water usage in agricultural and landscaping practices. The integration of cutting-edge technologies, including sensors, actuators, and data analysis, empowers this system to provide accurate monitoring and control of irrigation processes by leveraging real-time environmental conditions. The main objective of a smart irrigation system is to optimize water efficiency, minimize expenses, and foster the adoption of sustainable water management methods. This paper conducts a systematic risk assessment by exploring the key components/assets and their functionalities in the smart irrigation system. The crucial role of sensors in gathering data on soil moisture, weather patterns, and plant well-being is emphasized in this system. These sensors enable intelligent decision-making in irrigation scheduling and water distribution, leading to enhanced water efficiency and sustainable water management practices. Actuators enable automated control of irrigation devices, ensuring precise and targeted water delivery to plants. Additionally, the paper addresses the potential threat and vulnerabilities associated with smart irrigation systems. It discusses limitations of the system, such as power constraints and computational capabilities, and calculates the potential security risks. The paper suggests possible risk treatment methods for effective secure system operation. In conclusion, the paper emphasizes the significant benefits of implementing smart irrigation systems, including improved water conservation, increased crop yield, and reduced environmental impact. Additionally, based on the security analysis conducted, the paper recommends the implementation of countermeasures and security approaches to address vulnerabilities and ensure the integrity and reliability of the system. By incorporating these measures, smart irrigation technology can revolutionize water management practices in agriculture, promoting sustainability, resource efficiency, and safeguarding against potential security threats.
A review on techniques and modelling methodologies used for checking electrom...nooriasukmaningtyas
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1. designissuesforstructuralengineers
StructuralDesign
STRUCTURE magazine September 201038
Discussion on Structural Design of
Steel Pipe Support Structures
By Kasi V. Bendapudi, P.E., S.E.
This is the second of a 2 part article on the design of pipe support structures. Part 1 of this
article (February 2010 issue) discussed the effects of atmospheric temperature changes,
expansion joint requirements and the introduction to design loads. This article concludes
with the continuation of design loads, structural instability concepts and detailing for
stability requirements. (Equation and figure numbers in this part are a sequential
continuation from Part 1.)
Interaction between Pipes
and the Support Structure
In practice, pipes are not attached to
each and every pipe support in order
to restrain the forces caused by thermal
expansion or contraction. Under these
conditions, at the onset of expansion/
contraction, friction forces may develop
between the pipes and the structural steel
support. This frictional force is applied to
the top flange generally creating an eccen-
tric load, or torsion, on the supporting
wide-flange shape. The force generated by
friction (F) can be expressed as:
F = ± μ N Equation 5
where µ is the coefficient of static friction,
approximated to be 0.3 for most steel-to-
steel contact surfaces, and N the normal
force at the contact surface.
If a thermal differential between the pipe
and the supporting structure occurs, fric-
tional forces would initially be restrained
by the supporting structure. Assuming
the flexural stiffness in the longitudinal
direction of each bent of pipe rack (ref.
Figure 3, Part 1), the total force restrained
by the pipe rack bents (Ff) is given by:
Ff = ∑ k∆ Equation 6
where, ∆ is the horizontal displacement
of the pipe support bent and k is the
stiffness of the frame about its weak axis.
In this case, the pipe anchor force is also
equal to the force restrained by the pipe
bents prior to slip. Therefore, each pipe
support bent restrains a share of the
frictional force prior to slip, regardless if
the pipe is fastened to the pipe support or
is free to move longitudinally. However,
at the onset of the frictional slip the force
at the pipe anchor point, which is located
by the piping engineer, would be equal to
force P (as given in Equation 4, Part 1)
and Ff given in Equation 6.
Although friction may develop at the
contact surface from the resistance to
movement of the pipe under thermal dif-
ferentials, eventually there becomes no
correlation between the maximum fric-
tion force (F) and the force exerted by
the thermal expansion or contraction
(P) of the pipe. The maximum friction
force (F) depends upon variables such
as temperature differential and contact
surface conditions. The magnitude of the
thermal expansion force (P) is extremely
high compared to the friction force F as
assumed. This is demonstrated in the
following numerical example:
Numerical Example:
Assume:
Bay spacing = 20 ft. (~ 6m), Bay
width = 16 ft. (~ 5m). See Figure 3
(Part 1).
Atmospheric temperature variation =
80° F
Elongation per bay (∆ℓ) = E t ℓ =
(0.00065 x 80° F x 20 ft. x 12 in.)/100°
F = 0.125 in.
Change in unit stress (σ) = E € t =
(29,000,000.0 x 0.00065 x 80° F)/100°
F = 15.08 ksi.
Force imparted by restraining this ex-
pansion/contraction, P = A E € t = A x
15.08 ksi.
(Where, A is the cross sectional area of
the pipe.)
Given, a 6 in. (150 mm) diameter
Schedule 40 Std. pipe the cross sectional
area, A= 5.58 in2
Weight of the pipe
with water = 12.5 lb/ft., for 20 ft. length
(tributary length on the pipe rack.) the
weight = 230 lb
Friction force between the pipe and the
structural steel support, F = μ N
F = 0.3 x 230 lb. = 69 lb.
P is the force imparted by the pipe due
to expansion and contraction.
P = 5.58 in2
x 15.08 ksi. = 84,146 lb.
Consequently, the friction force is ex-
tremely small compared to the force
imparted by thermal expansion and con-
traction. Additionally, the increase in
magnitude of the assumed friction force
is gradual while the occurrence of slip
overcoming friction is sudden. Thus, the
maximum frictional force and eventual
slip occur at or near the onset of expansion
and contraction of the pipe. Typically,
multiple pipes are supported at any given
tier of the pipe rack. If anchor points are
staggered for each pipe, it would compli-
cate the estimation of friction forces since
these forces oppose each other; however,
these would further reduce their impact
on the supporting structure. In general,
frictional forces on the pipe racks may be
neglected, but local affects, if any, due to
the friction force (F) on the supporting
member, should be considered.
In the event that the pipes are fastened
at each pipe support location and restrain-
ing forces due to expansion/contraction
of the pipes develop, the purpose of provid-
ing any pipe anchor would be defeated.
A B
B
A
54321
(~ 5 m)
16’- 0
W12x26 (TYP)
DENOTES BEAM
TO COLUMN
MOMENT
CONNECTION
SECTION
PLAN
(APPROX16m)
50’-0
(~5m)
16’-0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
A B
B
A
5432
(~ 5 m)
16’- 0
W12x26 (TYP)
DENOTES BEAM
TO COLUMN
MOMENT
CONNECTION
SECTION
PLAN
(APPROX16m)
50’-0
(~5m)
16’-0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
(~ 6 m)
20’- 0
Figure 5.
S T R U C T U R E
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2. STRUCTURE magazine September 201039
This is primarily due to the fact that each pipe
support bent is providing a restraint for the
pipe against its expansion/contraction force
equal to its tributary length of the pipe support.
In addition, pipe restraint against expansion and
contraction defeats the purpose of providing
the expansion loops, U-shaped attachments
intended to flex with pipe expansion/contrac-
tion, and the pipe anchorages for thermal affects.
Such a system is not only impractical, but is
also not economical.
As illustrated in the numerical example, the
friction forces are very small in comparison to
the forces imparted due to the expansion and
contraction of the pipe material. The general
practice of not fastening the pipes against the
forces of expansion/contraction of the pipes is
the most practical approach.
Stability
Stability of the frames is essential in the design
of pipe support structures. Frame instability
occurs due to initial eccentricities, fabrication
and erection tolerances, dead loads, and the
elastic deformations. In addition to the bracing
required for the applied loads, frame stability
bracing should be provided as shown:
where:
Ab = Area of brace required for stiffness and
frame stability (in2
),
P = Actual axial load in column (kips),
∑P = Axial loads in all columns braced by the
brace being designed (kips),
LB = Bay spacing or the distance between the
columns (inches),
LC = Unbraced length of the column (inches),
and
E = Modulus of Elasticity (ksi).
The minimum area of brace, Ab, is required
for frame stability without consideration of
any applied lateral loads. Structures will be
subjected to instability without this minimum
brace in addition to the brace required for
applied loads. Therefore, the total brace area
Ab(total) required would be Ab plus the brace
area required for the applied lateral loads. This
total area of the brace should be provided at or
near the center of thermal stiffness as shown in
Figure 3 (Part 1).
The number of braced bays should also be
symmetric with respect to the center of thermal
stiffness. In any symmetrical and uniform
structure, the center of thermal stiffness
could be assumed to coincide with the cen-
troid of the structure.
Detailing for Stability
Oversized and slotted holes should be avoid-
ed. Expansion joints are not required in any
pipe rack of less than 500 feet long. However,
at intersecting pipe racks an additional frame
could be located at the intersection if the in-
tersecting pipe rack is a long stretch (Figure 4,
Part 1).
The spacing of these adjoining frames at the
expansion joint need not be greater than the
required spacing for the installation of anchor
bolts and the connections of the structural steel.
Typically, a two foot gap between the columns/
frames is adequate. This would allow both the
columns at the expansion joints to be placed
on one common foundation. Alternatively,
depending upon the length of the intersecting
pipe rack, longitudinal beams could be con-
nected directly to the intersecting pipe rack
with oversized or slotted holes. For short runs
of intersecting pipe racks, no slotted or over-
sized holes for the bolts would be required. In
all cases, only the longitudinal exterior beams of
the pipe racks should be connected to the inter-
secting pipe rack columns. Ideally, if the vertical
bracings and the centers of thermal stiffness are
in the proximity of the intersecting pipe racks,
they could be directly connected with the
standard bolted connections.
Columns are generally oriented with their
strong axis along the length of the pipe rack
without transverse bracing. If transverse bracing
is provided, as shown in Figure 5, column ori-
entation with its strong axis along the transverse
direction provides a more economical design.
Bracing for Stability
Primary bracing systems include:
1) Transverse braces (Figure 5) in the plane
of the bents,
2) Longitudinal braces (Figures 3 and 4;
Part 1) along the length of the pipe
rack, and
3) Horizontal bracing or plan bracing, as
shown in Figure 4 (Part 1).
Plan bracing, as shown in Figure 4 (Part 1), is
not always necessary but should be considered
for pipe racks located in regions of high seismic
risk with weak or soft story pipe rack frames.
Ab = Equation 7
LB
LC
( )
2
E
2[1+ ] ∑PLB
LC
( )
2 3/2
Figure 6: T-Support Column.
CL
CL CL
CL
TYP.
A.B.
NUT WASHER
TYP (NF FF)
FINISHSTIFFENER
GROUT2”
FINISHCOLUMN
1”
A.B. A.B.
SHEAR LUG AS REQUIRED
CONC. FOUND.
HOLES FOR A.B.
TYP (NF FF)
NOTE: BRACE COLUMN IN ITS WEAK AXIS
CL
CL CL
CL
TYP.
A.B.
NUT WASHER
TYP (NF FF)
FINISHSTIFFENER
GROUT2”
FINISHCOLUMN
1”
A.B. A.B.
SHEAR LUG AS REQUIRED
CONC. FOUND.
HOLES FOR A.B.
TYP (NF FF)
NOTE: BRACE COLUMN IN ITS WEAK AXIS
CL CL
CLA.B.
NUT WASHER
TYP (NF FF)
FINISHSTIFFENER
GROUT2”
FINISHCOLUMN
1”
A.B. A.B.
SHEAR LUG AS REQUIRED
CONC. FOUND.
HOLES FOR A.B.
TYP (NF FF)
NOTE: BRACE COLUMN IN ITS WEAK AXIS
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