The document summarizes the design procedures for slab systems according to the ACI 318 Code, including:
1) The direct design method and equivalent frame method for determining moments at critical sections.
2) Distributing the total design moment between positive and negative moments.
3) Distributing moments laterally between column strips, middle strips, and beams.
4) A 5-step basic design procedure involving determining moments, distributing moments, sizing reinforcement, and designing beams if present.
Lec05 Design of Rectangular Beams with Tension Steel only (Reinforced Concret...Hossam Shafiq II
The document discusses design considerations for rectangular reinforced concrete beams with tension steel only. It covers topics such as beam proportions, deflection control, selection of reinforcing bars, concrete cover, bar spacing, effective steel depth, minimum beam width, and number of bars. Beam proportions should have a depth to width ratio of 1.5-2 for normal spans and up to 4 for longer spans. Minimum concrete cover and bar spacings are specified to protect the steel. Effective steel depth is the distance from the extreme compression fiber to the steel centroid. Design assumptions must be checked against the final design.
Lec10 Bond and Development Length (Reinforced Concrete Design I & Prof. Abdel...Hossam Shafiq II
This document discusses bond and development length in reinforced concrete. It defines bond as the adhesion between concrete and steel reinforcement, which is necessary to develop their composite action. Bond is achieved through chemical adhesion, friction from deformed bar ribs, and bearing. Development length refers to the minimum embedment length of a reinforcement bar needed to develop its yield strength by bonding to the surrounding concrete. The development length depends on factors like bar size, concrete strength, bar location, and transverse reinforcement. It also provides equations from design codes to calculate the development length for tension bars, compression bars, bundled bars, and welded wire fabric. Hooked bars can be used when full development length is not available, and the document discusses requirements for standard hook geome
The document discusses development length, which is the length of embedment required to fully develop the tensile strength of a reinforcing bar. It provides equations to calculate development length in tension (Ldt) and compression (Ldc) based on factors like bar size and concrete strength. It also discusses development length requirements for standard bar hooks and alternate anchorage methods at beam-column connections. Development length ensures sufficient bond between steel and concrete to transfer forces under loading.
Lec06 Analysis and Design of T Beams (Reinforced Concrete Design I & Prof. Ab...Hossam Shafiq II
1) T-beams are commonly used structural elements that can take two forms: isolated precast T-beams or T-beams formed by the interaction of slabs and beams in buildings.
2) The analysis and design of T-beams considers the effective flange width provided by slab interaction or the dimensions of an isolated precast flange.
3) Two methods are used to analyze T-beams: assuming the stress block is in the flange and using rectangular beam theory, or using a decomposition method if the stress block extends into the web.
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.
Lec05 Design of Rectangular Beams with Tension Steel only (Reinforced Concret...Hossam Shafiq II
The document discusses design considerations for rectangular reinforced concrete beams with tension steel only. It covers topics such as beam proportions, deflection control, selection of reinforcing bars, concrete cover, bar spacing, effective steel depth, minimum beam width, and number of bars. Beam proportions should have a depth to width ratio of 1.5-2 for normal spans and up to 4 for longer spans. Minimum concrete cover and bar spacings are specified to protect the steel. Effective steel depth is the distance from the extreme compression fiber to the steel centroid. Design assumptions must be checked against the final design.
Lec10 Bond and Development Length (Reinforced Concrete Design I & Prof. Abdel...Hossam Shafiq II
This document discusses bond and development length in reinforced concrete. It defines bond as the adhesion between concrete and steel reinforcement, which is necessary to develop their composite action. Bond is achieved through chemical adhesion, friction from deformed bar ribs, and bearing. Development length refers to the minimum embedment length of a reinforcement bar needed to develop its yield strength by bonding to the surrounding concrete. The development length depends on factors like bar size, concrete strength, bar location, and transverse reinforcement. It also provides equations from design codes to calculate the development length for tension bars, compression bars, bundled bars, and welded wire fabric. Hooked bars can be used when full development length is not available, and the document discusses requirements for standard hook geome
The document discusses development length, which is the length of embedment required to fully develop the tensile strength of a reinforcing bar. It provides equations to calculate development length in tension (Ldt) and compression (Ldc) based on factors like bar size and concrete strength. It also discusses development length requirements for standard bar hooks and alternate anchorage methods at beam-column connections. Development length ensures sufficient bond between steel and concrete to transfer forces under loading.
Lec06 Analysis and Design of T Beams (Reinforced Concrete Design I & Prof. Ab...Hossam Shafiq II
1) T-beams are commonly used structural elements that can take two forms: isolated precast T-beams or T-beams formed by the interaction of slabs and beams in buildings.
2) The analysis and design of T-beams considers the effective flange width provided by slab interaction or the dimensions of an isolated precast flange.
3) Two methods are used to analyze T-beams: assuming the stress block is in the flange and using rectangular beam theory, or using a decomposition method if the stress block extends into the web.
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.
Lec04 Analysis of Rectangular RC Beams (Reinforced Concrete Design I & Prof. ...Hossam Shafiq II
This document discusses the ultimate flexural analysis of reinforced concrete beams according to building codes. It covers topics such as concrete stress-strain relationships, stress distributions at failure, nominal and design flexural strength, moments in beams, tension steel ratios, minimum steel requirements, ductile and brittle failure modes, and calculations for balanced and maximum steel ratios. Diagrams illustrate key concepts regarding stress blocks, strain distributions, and section types. Formulas are presented for determining balanced steel ratio, maximum steel ratio, and checking neutral axis depth.
This presentation summarizes the key aspects of one-way slab design:
1) One-way slabs have an aspect ratio of 2:1 or greater, where bending occurs primarily along the long axis. They can be solid, hollow, or ribbed.
2) Design and analysis treats a unit strip of the slab as a rectangular beam of unit width and the slab thickness as the depth.
3) The ACI code specifies minimum slab thickness, concrete cover, span length, bar spacing, reinforcement ratios, and other design requirements.
4) An example problem demonstrates the design process, calculating loads, moments, minimum reinforcement, and checking the proposed slab thickness.
5) One-
This document discusses the design of one-way slabs. It begins by defining one-way slabs as slabs that are supported on two opposite sides and carry loads perpendicularly to the supporting beams. The document then outlines the design process, which involves analyzing representative strips of the slab as simple beams and determining reinforcement ratios. Key steps include checking deflection, calculating factored loads, drawing shear and moment diagrams, and selecting reinforcement sizes that satisfy the required ratios. Examples of one-way slab design and the minimum requirements for thickness, reinforcement ratios, and cover are also provided.
This report compares design codes for hollow block and ribbed slabs. It includes:
- A comparison of limitations between Egyptian, British, Euro and American codes on rib spacing, slab thickness, and other parameters.
- Solved examples for one-way and two-way slabs according to different codes, finding the Egyptian code most economical.
- Analysis of using one or two cross-ribs, determining one rib at midspan is sufficient.
- Different modeling methods for the slabs in structural analysis software, with minor differences in results.
- Case studies presented for one-way, cantilever, two-way hollow block slabs, and ribbed slabs using
This presentation summarizes the key aspects of one-way slab design. It defines one-way slabs as having an aspect ratio of 2:1 or greater, with bending primarily along the long axis. The presentation discusses the types of one-way slabs including solid, hollow, and ribbed. It also outlines the design considerations for one-way slabs according to the ACI code, including minimum thickness, reinforcement ratios, and bar spacing. An example problem demonstrates how to design a one-way slab for a given set of loading and dimensional conditions.
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 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.
The document provides guidelines for the design of reinforced concrete slab structures, including:
1) The effective span of a slab is the lesser of the clear span plus depth or the center-to-center distance between supports.
2) The depth of the slab depends on bending moment and deflection criteria, and can be estimated using provided formulas accounting for steel percentage and load class.
3) Loads on the slab include dead load from thickness, floor finish, and live loads ranging from 3 to 5 kN/m^2 depending on building occupancy.
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 of RCC slab two way continuous supportedBhavik A Shah
This document provides information about the design of reinforced concrete slabs. It discusses two-way continuous slabs supported on beams. It provides details on slab thickness calculation, maximum bar diameter and spacing allowed, cover requirements, and curtailment of reinforcement near supports. It then presents an example problem of designing a one-way continuous slab for a hall with given dimensions and material properties. Reinforcement details like main and distribution bar sizes and spacing are also specified for different regions of the slab.
This document provides information on the design of reinforced concrete beams, including:
1. It outlines the three basic design stages: preliminary analysis and sizing, detailed analysis of reinforcement, and serviceability calculations.
2. It describes how to calculate the lever arm, depth of the neutral axis, and required area of tension and compression reinforcement for singly and doubly reinforced beams.
3. It discusses considerations for preliminary sizing of beams, including required cover, breadth, effective depth, shear stress limits, and span-depth ratios. Trial calculations are suggested to determine suitable beam dimensions.
This document discusses the design of one-way and two-way concrete slabs. It provides formulas and steps for determining slab thickness, loads on the slab, bending moments, and steel reinforcement ratios and amounts. An example problem is presented that demonstrates the design of a two-way slab with given dimensions, live load, and material properties. The loads, moments, and reinforcement ratios and areas are calculated for the slab.
Slabs are structural members that support transverse loads and transfer them to supports via bending. They are commonly used as floors and roofs. One-way slabs bend in only one direction across the shorter span like a wide beam, while two-way slabs bend in both directions if the ratio of longer to shorter span is less than or equal to 2. Design of one-way slabs involves calculating bending moment and shear force, selecting reinforcement ratio and bar size, and checking deflection, shear, and development length.
Lec09 Shear in RC Beams (Reinforced Concrete Design I & Prof. Abdelhamid Charif)Hossam Shafiq II
This document discusses shear in reinforced concrete beams. It covers shear stress and failure modes, shear strength provided by concrete and steel stirrups, design according to code provisions, and critical shear sections. Key points include: transverse loads induce shear stress perpendicular to bending stresses; shear failure is brittle and must be designed to exceed flexural strength; nominal shear strength comes from concrete and steel stirrups according to code equations; design requires checking section adequacy and providing minimum steel area and maximum stirrup spacing. Critical shear sections for design are located a distance d from supports.
This document provides details on the design of a continuous one-way reinforced concrete slab. It includes minimum thickness requirements, equations for calculating moments and shear, maximum reinforcement ratios, and minimum reinforcement ratios. An example is then provided to demonstrate the design process. The slab is designed to have a thickness of 6 inches with 0.39 in2/ft of tension reinforcement in the negative moment region and 0.33 in2/ft in the positive moment region.
The document discusses how to calculate dead load and live load on structural elements like beams and slabs. It provides examples of calculating the dead load of RCC and steel beams based on their size, volume, and material density. Examples are also given for calculating the dead load and live load of RCC slabs based on their dimensions, volume, and material properties. Live load depends on the building usage, with examples given for residential and school buildings. Spanning systems for RCC slabs like one-way and two-way slabs are also briefly described.
This document provides details on reinforcing concrete columns, including:
- Classification of columns as tied, spirally reinforced, or composite
- Minimum reinforcement requirements of 4 bars for tied columns and 6 bars for spiral columns
- Design considerations for tie ratio between 1-8% or 1-6% depending on code
- Clear cover and spacing requirements between bars
- Arrangement and sizing of ties and spirals
- Requirements for bundling, lapping, and hooking of reinforcement bars
One way slab is designed for an office building room measuring 3.2m x 9.2m. The slab is 150mm thick with 10mm diameter reinforcement bars spaced 230mm centre to centre. It is simply supported on 300mm thick walls and designed to support a 2.5kN/m2 live load. Reinforcement provided meets code requirements for minimum area and spacing. Design checks for cracking, deflection, development length and shear are within code limits.
Pt slab design philosophy with slides and pictures showing benefitPerwez Ahmad
This document summarizes the history and development of post-tensioned flat slab construction. It began with early research and development of prestressing in Europe in the 1920s-1930s to allow for longer bridge spans. Prestressing was later applied to other structures like aircraft hangars and then to flat slab construction in the 1950s. Post-tensioned flat slabs provide benefits over reinforced concrete flat slabs like reduced cracking, thinner slabs, and increased spans. The document discusses materials, design codes, comparisons to reinforced concrete, and examples of ongoing post-tensioned flat slab projects in Oman.
This document provides information on the design of reinforced concrete columns, including:
- Columns transmit loads vertically to foundations and may resist both compression and bending. Common cross-sections are square, circular and rectangular.
- Columns are classified as braced or unbraced depending on lateral stability, and short or slender based on buckling resistance. Short column design considers axial load capacity while slender column design accounts for second-order effects.
- Reinforcement details include minimum longitudinal bar size and spacing and design of lateral ties. Slender column design determines loadings and calculates moments from stiffness, deflection and biaxial bending effects. Design charts are used to select reinforcement for columns under axial and uniaxial
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.
Lec04 Analysis of Rectangular RC Beams (Reinforced Concrete Design I & Prof. ...Hossam Shafiq II
This document discusses the ultimate flexural analysis of reinforced concrete beams according to building codes. It covers topics such as concrete stress-strain relationships, stress distributions at failure, nominal and design flexural strength, moments in beams, tension steel ratios, minimum steel requirements, ductile and brittle failure modes, and calculations for balanced and maximum steel ratios. Diagrams illustrate key concepts regarding stress blocks, strain distributions, and section types. Formulas are presented for determining balanced steel ratio, maximum steel ratio, and checking neutral axis depth.
This presentation summarizes the key aspects of one-way slab design:
1) One-way slabs have an aspect ratio of 2:1 or greater, where bending occurs primarily along the long axis. They can be solid, hollow, or ribbed.
2) Design and analysis treats a unit strip of the slab as a rectangular beam of unit width and the slab thickness as the depth.
3) The ACI code specifies minimum slab thickness, concrete cover, span length, bar spacing, reinforcement ratios, and other design requirements.
4) An example problem demonstrates the design process, calculating loads, moments, minimum reinforcement, and checking the proposed slab thickness.
5) One-
This document discusses the design of one-way slabs. It begins by defining one-way slabs as slabs that are supported on two opposite sides and carry loads perpendicularly to the supporting beams. The document then outlines the design process, which involves analyzing representative strips of the slab as simple beams and determining reinforcement ratios. Key steps include checking deflection, calculating factored loads, drawing shear and moment diagrams, and selecting reinforcement sizes that satisfy the required ratios. Examples of one-way slab design and the minimum requirements for thickness, reinforcement ratios, and cover are also provided.
This report compares design codes for hollow block and ribbed slabs. It includes:
- A comparison of limitations between Egyptian, British, Euro and American codes on rib spacing, slab thickness, and other parameters.
- Solved examples for one-way and two-way slabs according to different codes, finding the Egyptian code most economical.
- Analysis of using one or two cross-ribs, determining one rib at midspan is sufficient.
- Different modeling methods for the slabs in structural analysis software, with minor differences in results.
- Case studies presented for one-way, cantilever, two-way hollow block slabs, and ribbed slabs using
This presentation summarizes the key aspects of one-way slab design. It defines one-way slabs as having an aspect ratio of 2:1 or greater, with bending primarily along the long axis. The presentation discusses the types of one-way slabs including solid, hollow, and ribbed. It also outlines the design considerations for one-way slabs according to the ACI code, including minimum thickness, reinforcement ratios, and bar spacing. An example problem demonstrates how to design a one-way slab for a given set of loading and dimensional conditions.
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 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.
The document provides guidelines for the design of reinforced concrete slab structures, including:
1) The effective span of a slab is the lesser of the clear span plus depth or the center-to-center distance between supports.
2) The depth of the slab depends on bending moment and deflection criteria, and can be estimated using provided formulas accounting for steel percentage and load class.
3) Loads on the slab include dead load from thickness, floor finish, and live loads ranging from 3 to 5 kN/m^2 depending on building occupancy.
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 of RCC slab two way continuous supportedBhavik A Shah
This document provides information about the design of reinforced concrete slabs. It discusses two-way continuous slabs supported on beams. It provides details on slab thickness calculation, maximum bar diameter and spacing allowed, cover requirements, and curtailment of reinforcement near supports. It then presents an example problem of designing a one-way continuous slab for a hall with given dimensions and material properties. Reinforcement details like main and distribution bar sizes and spacing are also specified for different regions of the slab.
This document provides information on the design of reinforced concrete beams, including:
1. It outlines the three basic design stages: preliminary analysis and sizing, detailed analysis of reinforcement, and serviceability calculations.
2. It describes how to calculate the lever arm, depth of the neutral axis, and required area of tension and compression reinforcement for singly and doubly reinforced beams.
3. It discusses considerations for preliminary sizing of beams, including required cover, breadth, effective depth, shear stress limits, and span-depth ratios. Trial calculations are suggested to determine suitable beam dimensions.
This document discusses the design of one-way and two-way concrete slabs. It provides formulas and steps for determining slab thickness, loads on the slab, bending moments, and steel reinforcement ratios and amounts. An example problem is presented that demonstrates the design of a two-way slab with given dimensions, live load, and material properties. The loads, moments, and reinforcement ratios and areas are calculated for the slab.
Slabs are structural members that support transverse loads and transfer them to supports via bending. They are commonly used as floors and roofs. One-way slabs bend in only one direction across the shorter span like a wide beam, while two-way slabs bend in both directions if the ratio of longer to shorter span is less than or equal to 2. Design of one-way slabs involves calculating bending moment and shear force, selecting reinforcement ratio and bar size, and checking deflection, shear, and development length.
Lec09 Shear in RC Beams (Reinforced Concrete Design I & Prof. Abdelhamid Charif)Hossam Shafiq II
This document discusses shear in reinforced concrete beams. It covers shear stress and failure modes, shear strength provided by concrete and steel stirrups, design according to code provisions, and critical shear sections. Key points include: transverse loads induce shear stress perpendicular to bending stresses; shear failure is brittle and must be designed to exceed flexural strength; nominal shear strength comes from concrete and steel stirrups according to code equations; design requires checking section adequacy and providing minimum steel area and maximum stirrup spacing. Critical shear sections for design are located a distance d from supports.
This document provides details on the design of a continuous one-way reinforced concrete slab. It includes minimum thickness requirements, equations for calculating moments and shear, maximum reinforcement ratios, and minimum reinforcement ratios. An example is then provided to demonstrate the design process. The slab is designed to have a thickness of 6 inches with 0.39 in2/ft of tension reinforcement in the negative moment region and 0.33 in2/ft in the positive moment region.
The document discusses how to calculate dead load and live load on structural elements like beams and slabs. It provides examples of calculating the dead load of RCC and steel beams based on their size, volume, and material density. Examples are also given for calculating the dead load and live load of RCC slabs based on their dimensions, volume, and material properties. Live load depends on the building usage, with examples given for residential and school buildings. Spanning systems for RCC slabs like one-way and two-way slabs are also briefly described.
This document provides details on reinforcing concrete columns, including:
- Classification of columns as tied, spirally reinforced, or composite
- Minimum reinforcement requirements of 4 bars for tied columns and 6 bars for spiral columns
- Design considerations for tie ratio between 1-8% or 1-6% depending on code
- Clear cover and spacing requirements between bars
- Arrangement and sizing of ties and spirals
- Requirements for bundling, lapping, and hooking of reinforcement bars
One way slab is designed for an office building room measuring 3.2m x 9.2m. The slab is 150mm thick with 10mm diameter reinforcement bars spaced 230mm centre to centre. It is simply supported on 300mm thick walls and designed to support a 2.5kN/m2 live load. Reinforcement provided meets code requirements for minimum area and spacing. Design checks for cracking, deflection, development length and shear are within code limits.
Pt slab design philosophy with slides and pictures showing benefitPerwez Ahmad
This document summarizes the history and development of post-tensioned flat slab construction. It began with early research and development of prestressing in Europe in the 1920s-1930s to allow for longer bridge spans. Prestressing was later applied to other structures like aircraft hangars and then to flat slab construction in the 1950s. Post-tensioned flat slabs provide benefits over reinforced concrete flat slabs like reduced cracking, thinner slabs, and increased spans. The document discusses materials, design codes, comparisons to reinforced concrete, and examples of ongoing post-tensioned flat slab projects in Oman.
This document provides information on the design of reinforced concrete columns, including:
- Columns transmit loads vertically to foundations and may resist both compression and bending. Common cross-sections are square, circular and rectangular.
- Columns are classified as braced or unbraced depending on lateral stability, and short or slender based on buckling resistance. Short column design considers axial load capacity while slender column design accounts for second-order effects.
- Reinforcement details include minimum longitudinal bar size and spacing and design of lateral ties. Slender column design determines loadings and calculates moments from stiffness, deflection and biaxial bending effects. Design charts are used to select reinforcement for columns under axial and uniaxial
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.
This document provides an overview of member behavior for beams and columns in seismic design. It discusses the types of moment resisting frames and the principles for designing special moment resisting frames, including strong-column/weak-beam design, avoiding shear failure, and providing ductile details. Beam and column design considerations are covered, such as dimensions, reinforcement, and shear capacity. Beam-column joint design is also summarized, including dimensions, shear determination, and strength.
- The document describes the design and detailing of flat slabs, which are concrete slabs supported directly by columns without beams.
- Key aspects covered include dimensional considerations, analysis methods, design for bending moments including division of panels and limiting negative moments, shear design and punching shear, deflection and crack control, and design procedures.
- An example problem is provided to illustrate the full design process for an internal panel with drops adjacent to edge panels.
This document discusses reinforced concrete columns. Columns act as vertical supports that transmit loads to foundations. Columns may fail due to compression failure, buckling, or a combination. Short columns are more prone to compression failure, while slender columns are more likely to buckle. Column sections can be square, circular, or rectangular. The dimensions and bracing affect whether a column is classified as short or slender. Longitudinal reinforcement and links are designed to resist axial loads and moments based on the column's effective height and end conditions. Design charts are used to determine reinforcement for columns with axial and uniaxial bending loads. Examples show how to design column reinforcement.
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.
The document discusses reinforced concrete columns, including their functions, failure modes, classifications, and design considerations. Columns primarily resist axial compression but may also experience bending moments. They can fail due to compression, buckling, or a combination. Design depends on whether the column is short or slender, braced or unbraced. Reinforcement is designed based on the column's expected loads and dimensions using methods specified in design codes like BS 8110.
This document defines key terms related to compression members, classifies columns based on reinforcement type, loadings, and slenderness ratio, and outlines design assumptions. It defines effective length, pedestal, column, and wall. It classifies columns as tied, helically reinforced, or composite. Columns are classified by loadings as subjected to axial load only, axial with uniaxial bending, or axial with bi-axial bending. Columns are classified as short or slender based on slenderness ratios. Design assumes minimum eccentricity and considers different failure modes.
The document summarizes the analysis and design of trusses for a Jordanian synchrotron roof structure. It describes the project, loads on the structure, and the analysis process. The trusses were analyzed using structural analysis software. The design process for tension and compression members is then outlined, including selecting sections, checking capacities and slenderness ratios. Examples of designing a compression member and tension member are provided. Finally, the document discusses the procedure for designing truss connections, including determining the number and spacing of bolts.
The document discusses the design of columns and footings in concrete structures. It covers various topics related to column design including classification of columns based on type of reinforcement, loading, and slenderness ratios. Short columns subjected to axial loads with or without eccentricity are analyzed. Design aspects such as effective length, minimum reinforcement requirements, cover and transverse tie spacing are described based on code specifications. Equations for equilibrium of uniformly loaded short columns are also presented.
Chapter 5 strip.pptx STRIP METHOD FOR SLABtekalign24
The strip method is a plastic analysis method for reinforced concrete slabs where the slab is divided into strips. Equilibrium equations are used to determine moment distributions within the strips that satisfy boundary conditions. Reinforcement is then designed for each strip's moment. Several examples are provided of dividing a slab into strips and determining moment distributions, including for slabs with different support conditions. Discontinuity lines are used to define the strip regions and load distributions between strips can be adjusted to achieve more realistic moment variations.
Unit 5 Approximate method of analysis (1).pdfSathyaPrabha20
The document discusses approximate analysis methods for structural analysis. It introduces the substitute frame method where a multi-storey frame is simplified to study internal forces in individual members. Portal and cantilever methods are described to analyze frames under lateral loads. The objectives are to understand approximate methods and compute internal forces using substitute frame, portal and cantilever techniques. Key steps involve selecting a substitute frame, determining loads, calculating distribution factors, and analyzing to obtain shear and moment diagrams.
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.
Lec11 Continuous Beams and One Way Slabs(1) (Reinforced Concrete Design I & P...Hossam Shafiq II
The document discusses reinforced concrete continuity and analysis methods for continuous beams and one-way slabs. It describes how steel reinforcement must extend through members to provide structural continuity. The ACI/SBC coefficient method of analysis is summarized, which uses coefficient tables to determine maximum shear forces and bending moments for continuous beams and one-way slabs under various loading conditions in a simplified manner compared to elastic analysis. Requirements for applying the coefficient method include having multiple spans with ratios less than 1.2, prismatic member sections, and live loads less than 3 times dead loads.
This document provides information about a software module for designing reinforced concrete beams and slabs. It describes the module's capabilities for analyzing continuous beams and slabs under pattern loading and moment redistribution. It also summarizes the module's design approach, code compliance, analysis methods, and output capabilities like bending schedules.
This document provides guidance on designing reinforced concrete slab systems, including one-way and two-way slabs, using web-based software. It introduces common slab types, design methods, assumptions, and considerations. The document then gives step-by-step examples of designing a one-way continuous slab and a simply supported two-way slab. It demonstrates the software's input/output interface by guiding the user through the full design process for each example slab. The guidance concludes by listing additional slab design examples available on the web-based software.
Deflections in PT elements pt structure for all pt slabs in civil industry.pdfvijayvijay327286
The document discusses factors that influence deflections in prestressed concrete members and methods for predicting deflections. It covers:
- Short term deflections of unracked members which can be estimated using Mohr's theorem.
- How the tendon profile affects deflections, providing formulas for straight, trapezoidal, parabolic, and other tendon types.
- Downward deflections due to self-weight and imposed loads that can be calculated using formulas provided.
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This document section discusses two-way slabs, which are slabs that span in two orthogonal directions. It covers the analysis and design of two-way slabs using the equivalent frame method. Key points include:
1) Two-way slabs can be flat plates, flat slabs, or slabs with beams. The equivalent frame method models the slab system as a series of frames.
2) Moments from frame analysis are distributed to column strips and middle strips. Design moments are calculated per unit width.
3) Tendon layouts are similar to continuous beams, with minimum spacing and reinforcement also specified. Analysis considers features like equivalent columns.
Overall gusset plate due to its advantages in the
design, manufacture, installation, widely used in large span steel
bridge, but for the whole gusset plate of local stress mechanism
few scholars study. With the development of computer
technology, often in practical projects through the finite element
software to simulate, domestic scholars about the boundary
conditions of the simulation is roughly divided into three kinds,
that is, one end of the consolidation, center consolidation and
simply supported at both ends, the principle of selecting the
three boundaries often do not mention, for later users bring
distress, In this paper, through theoretical analysis and finite
element software simulation, illustrates the principle of three
kinds of boundary selection, And according to the viewpoint of
stress nephogram real simulation presents a recommended
boundary conditions which formed at both ends simply
supported constraints.
Introduction- e - waste – definition - sources of e-waste– hazardous substances in e-waste - effects of e-waste on environment and human health- need for e-waste management– e-waste handling rules - waste minimization techniques for managing e-waste – recycling of e-waste - disposal treatment methods of e- waste – mechanism of extraction of precious metal from leaching solution-global Scenario of E-waste – E-waste in India- case studies.
Advanced control scheme of doubly fed induction generator for wind turbine us...IJECEIAES
This paper describes a speed control device for generating electrical energy on an electricity network based on the doubly fed induction generator (DFIG) used for wind power conversion systems. At first, a double-fed induction generator model was constructed. A control law is formulated to govern the flow of energy between the stator of a DFIG and the energy network using three types of controllers: proportional integral (PI), sliding mode controller (SMC) and second order sliding mode controller (SOSMC). Their different results in terms of power reference tracking, reaction to unexpected speed fluctuations, sensitivity to perturbations, and resilience against machine parameter alterations are compared. MATLAB/Simulink was used to conduct the simulations for the preceding study. Multiple simulations have shown very satisfying results, and the investigations demonstrate the efficacy and power-enhancing capabilities of the suggested control system.
6th International Conference on Machine Learning & Applications (CMLA 2024)ClaraZara1
6th International Conference on Machine Learning & Applications (CMLA 2024) will provide an excellent international forum for sharing knowledge and results in theory, methodology and applications of on Machine Learning & Applications.
Harnessing WebAssembly for Real-time Stateless Streaming PipelinesChristina Lin
Traditionally, dealing with real-time data pipelines has involved significant overhead, even for straightforward tasks like data transformation or masking. However, in this talk, we’ll venture into the dynamic realm of WebAssembly (WASM) and discover how it can revolutionize the creation of stateless streaming pipelines within a Kafka (Redpanda) broker. These pipelines are adept at managing low-latency, high-data-volume scenarios.
Understanding Inductive Bias in Machine LearningSUTEJAS
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By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
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
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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
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Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
Three-day training on academic research focuses on analytical tools at United Technical College, supported by the University Grant Commission, Nepal. 24-26 May 2024
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
1. 1
SLAB DESIGN
Reading Assignment
Chapter 9 of Text and, Chapter 13 of ACI318-02
Introduction
ACI318 Code provides two design procedures for slab systems:
13.6.1 Direct Design Method (DDM) For slab systems with or without beams loaded only
by gravity loads and having a fairly regular layout meeting the following conditions:
13.6.1.1 There must be three or more spans in each directions.
13.6.1.2 Panels should be rectangular and the long span be no more than twice the short span.
13.6.1.3 Successive span lengths center-to-center of supports in each direction shall not differ
by more than 1/3 of the longer span.
13.6.1.4 Columns must be near the corners of each panel with an offset from the general
column line of no more 10% of the span in each direction.
13.6.1.5 The live load should not exceed 3 time the dead load in each direction. All loads
shall be due gravity only and uniformly distributed over an entire panel.
13.6.1.6 If there are beams, there must be beams in both directions, and the relative stiffness
of the beam in the two directions must be related as follows:
2
1 2
2
2 1
0.2 5.0
l
l
α
α
≤ ≤
where
cb b
cs s
E I
E I
α =
is the ratio of flexural stiffness of beam sections to flexural stiffness of a width of slab bounded
laterally by center lines of adjacent panels (if any) on each side of the beam.
2. 2
For slab systems loaded by horizontal loads and uniformly distributed gravity loads, or not
meeting the requirement of the section 13.6.2, the Equivalent Frame Method (EFM) of Sect. 13.7
of ACI code may be used. Although Sect. 13.7 of the ACI code implies that the EFM may be
satisfactory in cases with lateral as well horizontal loads, the Commentary cautions that
additional factors may need to be considered. The method is probably adequate when lateral
loads are small, but serious questions may be raised when major loads must be considered in
addition to the vertical loads.
The direct design method gives rules for the determination of the total static design
moment and its distribution between negative and positive moment sections. The EFM defines
an equivalent frame for use in structural analysis to determine the negative and positive moments
acting on the slab system. Both methods use the same procedure to divide the moments so found
between the middle strip and column strips of the slab and the beams (if any).
Section 13.3.1 of the Code could be viewed as an escape clause from the specific requirements
of the code. It states: “A slab may be designed by any procedure satisfying conditions for
equilibrium and geometrical compatibility if shown that the design strength at every section is at
least equal to the required strength considering Secs. 9.2 and 9.3 (of the ACI code), and that all
serviceability conditions, including specified limits on deflections, are met.” The methods of
elastic theory moment analysis such as the Finite Difference procedure satisfies this clause. The
limit design methods, for example the yield line theory alone do not satisfy these requirements,
since although the strength provisions are satisfied, the serviceability conditions may not be
satisfied without separate checks of the crack widths and deflections at service load levels.
The thickness of a floor slab must be determined early in design because the weight of the
slab is an important part of the dead load of the structure. The minimum thickness can be
determined by many factors:
• Shear strength of beamless slabs (usually a controlling factor); slab must
be thick enough to provide adequate shear strength
• Flexural moment requirement (less often a governing factor)
• Fire resistance requirements
• Deflection control (most common thickness limitations)
Section 9.5.3 of ACI gives a set of equations and other guides to slab thickness, and indicates
that slabs which are equal to or thicker than the computed limits should have deflections within
acceptable range at service load levels.
ACI code direct design method and equivalent methods can be conveniently discussed in terms
of a number of steps used in design. The determination of the total design moment in concerned
3. 3
with the safety (strength) of the structure. The remaining steps are intended to distribute the total
design moment so as to lead to a serviceable structure in which no crack widths are excessive, no
reinforcement yields until a reasonable overload is reached, and in which deflections remain
within acceptable limits. These steps are discussed as we go along.
Equivalent frame method may be used in those cases where:
• slab layout is irregular and those not comply with the restrictions stated
previously
• where horizontal loading is applied to the structure
• where partial loading patterns are significant because of the nature of the
loading
• high live load/dead load ratios.
4. 4
Design Procedure
The basic design procedure of a two-way slab system has five steps.
1. Determine moments at critical sections in each direction, normally the negative
moments at supports and positive moment near mid-span.
2. Distribute moments transverse at critical sections to column and middle-strip and if
beams are used in the column strip, distribute column strip moments between slab
and beam.
3. Determine the area of steel required in the slab at critical sections for column and
middle strips.
4. Select reinforcing bars for the slab and concentrate bars near the column, if
necessary
5. Design beams if any, using procedures you learned in CIVL 4135.
Positive and Negative Distribution of Moments
For interior spans, the total static moment is apportioned between critical positive and negative
bending sections as (See ACI 318-02 Sect. 13.6.3):
Panel Moment Mo
100% Static Moment
Negative Moment Mo
negative Mu = 0.65 Mo
Positive Moment Mo
positive Mu = 0.35 Mo
As was shown, the critical section for negative bending moment is taken at the face of
rectangular supports, or at the face of an equivalent square support.
For the Case of End Span
The apportionment of Mo among three critical sections (interior negative, positive, and exterior
negative) depends on
1. Flexural restraint provided for slab by the exterior column or the exterior wall.
2. Presence or absence of beams on the column lines.
See ACI 318-02
Sect. 13.6.3.3 of ACI
7. 7
Lateral Distribution of Moments
Here we will study the various parameters affecting moment distribution across width of a cross-
section. Having distributed the moment Mo to the positive and negative moment sections as just
described, we still need to distribute these design moments across the width of the critical
sections. For design purposes, we consider the moments to be constant within the bounds of a
middle or column strip unless there is a beam present on the column line. In the latter case,
because of its greater stiffness, the beam will tend to take a larger share of the column-strip
moment than the adjacent slab. For an interior panel surrounded by similar panels supporting the
same distributed loads, the stiffness of the supporting beams, relative to slab stiffness is the
controlling factor.
The distribution of total negative or positive moment between slab middle strip, column
strip, and beams depends on:
• the ratio of l2/l1,
• the relative stiffness of beam and the slab,
• the degree of torsional restraint provided by the edge beam.
The beam relative stiffness in direction 1 is:
1
1
cb b
cs s
E I
a
E I
=
where
EcbIb1 = Flexural rigidity of beam in direction 1
EcsIs = Flexural rigidity of slabs of width l2
= bh3
/12 where b = width between panel centerlines on each side of beam.
similarly
2
2
cb b
cs s
E I
a
E I
=
in general
0 a
< < ∞
a = ∞ → Supported by walls
0
a = → no beams
for beam supported slabs
a < 4 or 5
l2
h
8. 8
Note:
Values of a are ordinarily calculated using uncracked gross section moments of inertia for both
slab and beam.
Beams cross section to be considered in calculating Ib1 and Ib2 are shown below. (see ACI sect.
13.2.4)
The relative restraint provided by the torsional resistance of the effective transverse edge
beam is reflected by parameter t
β such as:
2
cb
t
cs s
E C
E I
β =
where
Ecb = Muduls of Elasticity of Beam Concrete
C = Torsional Constant of the Cross–section
The constant C is calculated by dividing the section into its rectangles, each having smaller
dimension x and larger dimension y:
3
(1 0.63 )
3
x x y
C
y
= −
∑
Page 207
Fig 13.2.4 of ACI
Examples of the portion of slab to be included
with the beam under 13.2.4
45o
4
w f
h h
≤
2 8
w w w f
b h b h
+ ≤ +
w
b
w
h
f
h
9. 9
See Section 13.6.4 of ACI for factored moments in column strips.
beamless slab
y1
x2
y2
y1
x1
x2
y2
x1
y
x
column
slab
1
y
2
y
2
x
1
x
1
x
1
y
2
y
2
x
10. 10
Positive Moment
Pos Mu =0.35 M0
Negative Moment
Neg Mu =0.65 M0
Panel Moment M0
100% Static Moment
Column Strip
Moment
Middle Strip
Moment
Beam
Moment
Slab
Moment
Column Strip
Moment
Middle Strip
Moment
Beam
Moment
Slab
Moment
ACI 13.6.2.2
ACI 13.6.3.3
ACI 13.6.4
ACI 13.6.5
14. 14
ACI Two-Slabs Depth Limitation
• Serviceability of a floor system can be maintained through deflection
control and crack control
• Deflection is a function of the stiffness of the slab as a measure of its
thickness, a minimum thickness has to be provided irrespective of the
flexural thickness requirement.
• Table 9.5(c) of ACI gives the minimum thickness of slabs without interior
beams.
• Table 9.5(b) of ACI gives the maximum permissible computed deflections
to safeguard against plaster cracking and to maintain aesthetic appearance.
• Could determine deflection analytically and check against limits
• Or alternatively, deflection control can be achieved indirectly to more-or-
less arbitrary limitations on minimum slab thickness developed from
review of test data and study of the observed deflections of actual
structures. This is given by ACI.
For am greater than 0.2 but not greater than 2.0, the thickness shall not be less than
[ ]
0.8
200,000
36 5 0.20
y
n
m
f
l
h
a
β
⎛ ⎞
+
⎜ ⎟
⎝ ⎠
=
+ −
Eq. 9-12 of ACI
and not less than 5.0 inches.
For am greater than 2.0, the thickness shall not be less than
0.8
200,000
36 9
y
n
f
l
h
β
⎛ ⎞
+
⎜ ⎟
⎝ ⎠
=
+
Eq. 9-13 of ACI
and not less than 3.5 inches.
β = Ratio of clear span in long direction to clear span in short direction
m
α = Average value of α for all beams on edges of panel.
In addition, the thickness h must not be less than (ACI 9.5.3.2):
For slabs without beams or drop panels 5 inches
For slabs without beams but with drop panels 4 inches
Read Section 9.5.3.3 (d) for 10% increase in minimum thickness requirements.
15. 15
DESIGN AND ANALYSIS PROCEDURE- DIRECT DESIGN
METHOD
Operational Steps
Figure 11.9 gives a logic flowchart for the following operational steps.
1. Determine whether the slab geometry and loading allow the use of the direct design
method as listed in DDM.
2. Select slab thickness to satisfy deflection and shear requirements. Such calculations
require a knowledge of the supporting beam or column dimensions A reasonable
value of such a dimension of columns or beams would be 8 to 15% of the average of
the long and short span dimensions, namely (l1 +l2)/2. For shear check, the critical
section is at a distance d/2 from the face of the'! support. If the thickness shown for
deflection is not adequate to carry the shear, use one or more of the following:
(a) Increase the column dimension.
(b) Increase concrete strength.
(c) Increase slab thickness.
(d) Use special shear reinforcement.
(e) Use drop panels or column capitals to improve shear strength.
3. Divide the structure into equivalent design frames bound by centerlines of panels on
each side of a line of columns.
4. Compute the total statical factored moment
2
2
0
8
u n
w l l
M =
5. Select the distribution factors of the negative and positive moments to the exterior
and interior columns and spans and calculate the respective factored moments.
6. Distribute the factored equivalent frame moments from step 4 to the column and
middle strips.
7. Determine whether the trial slab thickness chosen is adequate for moment-shear
transfer in the case of flat plates at the interior column junction computing that
portion of the moment transferred by shear and the properties of the critical shear
section at distance d/2 from column face.
8. Design the flexural reinforcement to resist the factored moments in step 6.
9. Select the size and spacing of the reinforcement to fulfill the requirements for crack
control, bar development lengths, and shrinkage and temperature stresses.