This document discusses Eurocode 2 and provides details on anchorage and lap splicing of reinforcement in slabs, columns, beams and footings according to Eurocode 2. It covers general provisions for anchorage length, including formulas and tables. It also discusses lap length, including design equations and tables providing lap length values for various bar sizes and bond conditions. The document is presented as a training material, with the contents covering anchorage length, lap splicing, and detailing of structural members like footings, beams, slabs and columns.
This publication provides a concise compilation of selected rules in the Eurocode 8 Part 1 & 3, together with relevant Cyprus National Annex, that relate to the seismic design of common forms of concrete building structure in the South Europe. Rules from EN 1998-3 for global analysis, type of analysis and verification checks are presented. Detail design check rules for concrete beam, column and shear wall, from EN 1998-3 are also presented. This guide covers the assessment of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
Due to time constraints and knowledge, I may not be able to address the whole issues.
Please send me your suggestions for improvement. Anyone interested to share his/her knowledge or willing to contribute either totally a new section about Eurocode 8-3 or within this section is encouraged.
João Raoul, GAPRES SA
Chapter 2 - Introduction to the RC building example. Modeling and analysis of the design example
Paulo Bisch, University of Liège, Belgium
Chapter 3 - Specific rules for design and detailing of concrete building. Design for DCM and DCH. Illustration of elements design
Marios Fardis, Aristotle University of Thessaloniki, Greece
Chapter 4 - Introduction to the RC building example. Modeling and analysis of the design example
Eduardo C. Carvalho, GAPRES SA, Chairman
Chapter 5 - Specific rules for the design and detailing of steel buildings:
(i) Steel moment resisting frames
(ii) Composite steel
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
Fiches interfaces bâtiment : toiture-terrasseBuild Green
La multiplicité des intervenants, et donc des interfaces entre leurs prestations, si elles sont mal appréhendées, sont génératrices des désordres rencontrés.
Un affaissement du complexe isolant, un poinçonnement ou une perforation de l’étanchéité, l’usure sous charge statique ou dynamique peut générer un défaut d’étanchéité. Ceci est dû à une utilisation inadaptée de la toiture-terrasse.
Une mauvaise réception du support, (glaçage, porosité, humidité...) peut générer également des défauts d’étanchéité.
This publication provides a concise compilation of selected rules in the Eurocode 8 Part 1 & 3, together with relevant Cyprus National Annex, that relate to the seismic design of common forms of concrete building structure in the South Europe. Rules from EN 1998-3 for global analysis, type of analysis and verification checks are presented. Detail design check rules for concrete beam, column and shear wall, from EN 1998-3 are also presented. This guide covers the assessment of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
Due to time constraints and knowledge, I may not be able to address the whole issues.
Please send me your suggestions for improvement. Anyone interested to share his/her knowledge or willing to contribute either totally a new section about Eurocode 8-3 or within this section is encouraged.
João Raoul, GAPRES SA
Chapter 2 - Introduction to the RC building example. Modeling and analysis of the design example
Paulo Bisch, University of Liège, Belgium
Chapter 3 - Specific rules for design and detailing of concrete building. Design for DCM and DCH. Illustration of elements design
Marios Fardis, Aristotle University of Thessaloniki, Greece
Chapter 4 - Introduction to the RC building example. Modeling and analysis of the design example
Eduardo C. Carvalho, GAPRES SA, Chairman
Chapter 5 - Specific rules for the design and detailing of steel buildings:
(i) Steel moment resisting frames
(ii) Composite steel
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
Fiches interfaces bâtiment : toiture-terrasseBuild Green
La multiplicité des intervenants, et donc des interfaces entre leurs prestations, si elles sont mal appréhendées, sont génératrices des désordres rencontrés.
Un affaissement du complexe isolant, un poinçonnement ou une perforation de l’étanchéité, l’usure sous charge statique ou dynamique peut générer un défaut d’étanchéité. Ceci est dû à une utilisation inadaptée de la toiture-terrasse.
Une mauvaise réception du support, (glaçage, porosité, humidité...) peut générer également des défauts d’étanchéité.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
This document describes a worked example for the design of a 6-storey building using Eurocode 2 (EC2). It includes a description of the building, the actions (loads) to be considered, requirements for durability and materials. Three different floor solutions are proposed for conceptual design: slab on beams, flat slab, and slab with embedded lighting elements. The document provides background on EC2 and discusses durability based on exposure classes and concrete cover requirements.
This document provides an introduction to using Eurocode 2 (EC2) for designing concrete structures. Some key points:
1. EC2 is part of a family of Eurocodes that will replace existing national standards for structural design across Europe, including BS 8110 in the UK.
2. EC2 takes a statistical approach to determining design values for actions (loads) on structures using characteristic, combination, frequent and quasi-permanent values.
3. Load combinations in EC2 consider multiple variable actions and are determined based on the design situation and type of limit state being assessed.
4. EC2 represents a more technical and less restrictive approach than BS 8110, aiming for more economic yet safe concrete structure
Calcul des sections d'armatures à l'état limite ultime sous flexion simple - sections rectangulaire et en T avec et sans armatures comprimées - Eurocode 2
This document provides guidance on assessing the strength of members and connections for lattice towers and masts. It defines key terms and describes common structural configurations for lattice towers and masts. It also provides methods for determining the effective length and slenderness of members based on their end conditions and bracing patterns. Design strengths are determined using characteristic strengths and appropriate partial safety factors.
This document discusses modeling parameters in ETABS, including:
1. Descriptions of different element types like membrane, plate, shell, and solid elements and their appropriate uses.
2. Analysis types in ETABS like nonlinear, dynamic, buckling and modal analyses.
3. Modeling of load transfer mechanisms in slabs and beams.
4. Defining one-way slabs in ETABS which is generally used for precast slabs.
Modelling of the non-linear behaviour of composite beamsQuang Huy Nguyen
This thesis deals with the behaviour of composite steel-concrete beams with partial shear
connexion. The goal of this study is to develop and implement numerical tools which
are able to predict the short and long-term behaviour of composite steel-concrete beams.
The first part concerns the modelling of composite beams in the linear elastic range
in which two bond models at the interface are considered : discrete bond and distributed
bond. A finite element with exact stiffness matrix is developed in order to conduct a
critical analysis of these two bond models. In the second part, the time-dependent
behaviour of the concrete (creep and shrinkage) is considered by adopting a linear viscoelastic
model. An original semi-analytical solution is proposed for the two bond models.
This solution enables the analysis of the time-dependent behaviour of composite beams
and to evaluate the performances of simplified viscoelastic approaches for concrete creep.
The third part deals with the constitutive modelling of the materials (steel, concrete
and connector) based on nonlinear continuum mechanics concepts. A coupled elastoplastic
damage model for concrete is proposed. The fourth part is dedicated to the development
of three nonlinear F.E. formulations (displacement-based, force-based and two-field
mixed formulation) for composite beams and for the two bond models. An original state
determination, taking into account the element internal load, is proposed for the forcebased
and two-field mixed formulations. Finally, in the last part, we propose, as a
first approach, a viscoelastic/plastic model for concrete in order to simulate the interaction
between the time-dependent effects and the cracking of concrete.
The document discusses the design of columns in concrete structures. It covers several topics related to column design including: member strength and capacity versus section capacity, moment magnification, issues regarding slenderness effects, P-Delta analysis, and effective design considerations. The key steps in column design are outlined, including determining loads, geometry, materials, checking slenderness, computing design moments and capacities, and iterating the design as needed. Factors that influence column capacity such as slenderness, bracing, and effective length and stiffness are also described.
Eurocode 2 Part 3 - Design of concrete Silos & TanksBenoit Parmentier
Presented during the KVIV-FABI lecture about Eurocode 2.
Présenté durant le cycle de formation concernant l'Eurocode 2 et la partie 3 en particulier (dimensionnement des silos et réservoirs en béton).
This document provides information on Indian Standard IS:2911 regarding the design and construction of pile foundations. It outlines the necessary members of the committee working on revising the standard. The standard covers driven precast concrete piles, providing guidance on pile design, construction methods, site investigation needs, and other relevant details. It aims to incorporate recent developments in pile foundation engineering practices in India.
Guide to the design and construction of reinforced concrete flat slabs (1)abbdou001
This document provides guidance on the design and construction of reinforced concrete flat slabs according to Eurocode standards. It discusses factors that influence flat slab design and construction such as the type of structure, client requirements, planning rules, ground conditions, and contractor preferences. It also covers typical flat slab behavior, design considerations, construction methods, detailing, and analysis techniques. The document aims to help designers understand flat slab structural behavior and best practices for design and construction.
This document summarizes the design of a reinforced concrete flat slab for an office building. Key details include:
- The slab is 300mm thick with C30/37 concrete and required to have a 2 hour fire rating.
- The design load combinations are 1.25 times permanent load and 1.5 times imposed load.
- Moments and shear are calculated for interior and edge panels. Reinforcement amounts and bar sizes are designed to resist bending and shear using code specified equations.
- Minimum reinforcement requirements and placement details are also specified.
This document provides a worked example for the design of a concrete building according to Eurocode 2 (EN 1992). It is divided into 6 chapters that cover various aspects of the design process. Chapter 1 discusses the conceptual and preliminary design, including basic data about the building, loads, and materials. Chapter 2 describes the structural analysis using finite element modeling. Chapter 3 covers the limit state design for various structural elements at the ultimate and serviceability limits states. Chapter 4 details the reinforcement for selected structural members. Chapter 5 discusses some geotechnical aspects according to Eurocode 7 (EN 1997). Finally, Chapter 6 examines the fire resistance of the building based on Eurocode 2. The document aims to illustrate the practical application of the Eurocodes for
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
This document describes a worked example for the design of a 6-storey building using Eurocode 2 (EC2). It includes a description of the building, the actions (loads) to be considered, requirements for durability and materials. Three different floor solutions are proposed for conceptual design: slab on beams, flat slab, and slab with embedded lighting elements. The document provides background on EC2 and discusses durability based on exposure classes and concrete cover requirements.
This document provides an introduction to using Eurocode 2 (EC2) for designing concrete structures. Some key points:
1. EC2 is part of a family of Eurocodes that will replace existing national standards for structural design across Europe, including BS 8110 in the UK.
2. EC2 takes a statistical approach to determining design values for actions (loads) on structures using characteristic, combination, frequent and quasi-permanent values.
3. Load combinations in EC2 consider multiple variable actions and are determined based on the design situation and type of limit state being assessed.
4. EC2 represents a more technical and less restrictive approach than BS 8110, aiming for more economic yet safe concrete structure
Calcul des sections d'armatures à l'état limite ultime sous flexion simple - sections rectangulaire et en T avec et sans armatures comprimées - Eurocode 2
This document provides guidance on assessing the strength of members and connections for lattice towers and masts. It defines key terms and describes common structural configurations for lattice towers and masts. It also provides methods for determining the effective length and slenderness of members based on their end conditions and bracing patterns. Design strengths are determined using characteristic strengths and appropriate partial safety factors.
This document discusses modeling parameters in ETABS, including:
1. Descriptions of different element types like membrane, plate, shell, and solid elements and their appropriate uses.
2. Analysis types in ETABS like nonlinear, dynamic, buckling and modal analyses.
3. Modeling of load transfer mechanisms in slabs and beams.
4. Defining one-way slabs in ETABS which is generally used for precast slabs.
Modelling of the non-linear behaviour of composite beamsQuang Huy Nguyen
This thesis deals with the behaviour of composite steel-concrete beams with partial shear
connexion. The goal of this study is to develop and implement numerical tools which
are able to predict the short and long-term behaviour of composite steel-concrete beams.
The first part concerns the modelling of composite beams in the linear elastic range
in which two bond models at the interface are considered : discrete bond and distributed
bond. A finite element with exact stiffness matrix is developed in order to conduct a
critical analysis of these two bond models. In the second part, the time-dependent
behaviour of the concrete (creep and shrinkage) is considered by adopting a linear viscoelastic
model. An original semi-analytical solution is proposed for the two bond models.
This solution enables the analysis of the time-dependent behaviour of composite beams
and to evaluate the performances of simplified viscoelastic approaches for concrete creep.
The third part deals with the constitutive modelling of the materials (steel, concrete
and connector) based on nonlinear continuum mechanics concepts. A coupled elastoplastic
damage model for concrete is proposed. The fourth part is dedicated to the development
of three nonlinear F.E. formulations (displacement-based, force-based and two-field
mixed formulation) for composite beams and for the two bond models. An original state
determination, taking into account the element internal load, is proposed for the forcebased
and two-field mixed formulations. Finally, in the last part, we propose, as a
first approach, a viscoelastic/plastic model for concrete in order to simulate the interaction
between the time-dependent effects and the cracking of concrete.
The document discusses the design of columns in concrete structures. It covers several topics related to column design including: member strength and capacity versus section capacity, moment magnification, issues regarding slenderness effects, P-Delta analysis, and effective design considerations. The key steps in column design are outlined, including determining loads, geometry, materials, checking slenderness, computing design moments and capacities, and iterating the design as needed. Factors that influence column capacity such as slenderness, bracing, and effective length and stiffness are also described.
Eurocode 2 Part 3 - Design of concrete Silos & TanksBenoit Parmentier
Presented during the KVIV-FABI lecture about Eurocode 2.
Présenté durant le cycle de formation concernant l'Eurocode 2 et la partie 3 en particulier (dimensionnement des silos et réservoirs en béton).
This document provides information on Indian Standard IS:2911 regarding the design and construction of pile foundations. It outlines the necessary members of the committee working on revising the standard. The standard covers driven precast concrete piles, providing guidance on pile design, construction methods, site investigation needs, and other relevant details. It aims to incorporate recent developments in pile foundation engineering practices in India.
Guide to the design and construction of reinforced concrete flat slabs (1)abbdou001
This document provides guidance on the design and construction of reinforced concrete flat slabs according to Eurocode standards. It discusses factors that influence flat slab design and construction such as the type of structure, client requirements, planning rules, ground conditions, and contractor preferences. It also covers typical flat slab behavior, design considerations, construction methods, detailing, and analysis techniques. The document aims to help designers understand flat slab structural behavior and best practices for design and construction.
This document summarizes the design of a reinforced concrete flat slab for an office building. Key details include:
- The slab is 300mm thick with C30/37 concrete and required to have a 2 hour fire rating.
- The design load combinations are 1.25 times permanent load and 1.5 times imposed load.
- Moments and shear are calculated for interior and edge panels. Reinforcement amounts and bar sizes are designed to resist bending and shear using code specified equations.
- Minimum reinforcement requirements and placement details are also specified.
This document provides a worked example for the design of a concrete building according to Eurocode 2 (EN 1992). It is divided into 6 chapters that cover various aspects of the design process. Chapter 1 discusses the conceptual and preliminary design, including basic data about the building, loads, and materials. Chapter 2 describes the structural analysis using finite element modeling. Chapter 3 covers the limit state design for various structural elements at the ultimate and serviceability limits states. Chapter 4 details the reinforcement for selected structural members. Chapter 5 discusses some geotechnical aspects according to Eurocode 7 (EN 1997). Finally, Chapter 6 examines the fire resistance of the building based on Eurocode 2. The document aims to illustrate the practical application of the Eurocodes for
This document provides an overview and worked examples for designing concrete buildings according to Eurocode 2 (EC2). It begins with an introduction to EC2 and conceptual design considerations for slabs. It then covers structural analysis using finite element modeling to determine internal forces and moments. The main body of the document focuses on limit state design (ULS-SLS) for various structural elements including slab on beams, flat slabs, slabs with embedded elements, beams, shear walls, and columns. Design aspects such as bending reinforcement, shear design, and deflection are addressed through examples. The document aims to demonstrate the practical application of EC2 for concrete building design.
This document summarizes the structural analysis of a multi-story building using Eurocode 2. It describes the loads considered including dead, snow, and wind loads. It presents the finite element model of the building as flat slabs, beam slabs, or Italian slabs. It outlines the various load cases analyzed including individual loads and load combinations. Finally, it provides examples of deformation results and states that internal forces, punching forces, reactions and other results were determined to aid in structural element design.
For understand the quality in construction work.
For learn about estimating process of cast in situ pile.
For Know the construction procedure of cast in situ pile.
For cheek the preferable condition of cast in situ pile.
For know the construction materials type of cast in situ pile.
IUBAT
IUBAT- International University of Business Agriculture and Technology.
The document discusses the design of flat slabs and beams. It provides examples of determining the effective width of beams supported by slabs, calculating bending reinforcement, checking shear capacity, and designing transverse reinforcement. Methods for load transfer from slabs to beams are presented. The document also examines punching shear control at a column, providing simplified assumptions for the eccentricity factor and checking the upper limit value for design punching shear stress.
Essential guide to eurocode transition csengrs_cs022
The document provides an introduction to the essential guide to Eurocodes transition edited by John Roberts. It discusses that Eurocodes are a suite of design codes that will harmonize technical specifications for building and civil engineering works across Europe. Their introduction in March 2010 requires the withdrawal of over 50 British standards. The guide brings together leading experts to share insights on using and applying the new codes to help with the transition. It covers the underlying structure of Eurocodes and addresses the technical aspects of each code.
This document summarizes a workshop on Eurocode 2 for the design of concrete buildings held in Brussels on October 20-21, 2011. It provides background on the Joint Research Centre which supports the implementation of Eurocodes through tools like a National Determined Parameters database. The workshop is part of ongoing training efforts at three levels to help with Eurocode implementation. Future activities discussed include further developing Eurocodes to address additional basic requirements for construction works and continuing to promote Eurocodes outside the European Union.
This document provides an overview of Eurocode 7 (EN 1997), which establishes the design rules for geotechnical structures. It discusses the contents and key aspects of Parts 1 and 2 of Eurocode 7, including characteristic and design values, ultimate limit state design approaches, and serviceability limit states regarding allowable foundation movements. Specific verification methods are presented for spread foundations, including bearing capacity, sliding resistance, and factors of safety. The document also provides background on typical allowable movements for building and bridge foundations.
This document outlines geotechnical investigation requirements for building projects in the Gisborne region of New Zealand. Subsurface testing is required for most residential and commercial buildings to assess bearing capacity and stability. If capacity is below 100kPa or unstable soils are present, a geotechnical engineer must design foundations. Testing involves auger holes and vane shear/penetrometer tests to minimum depths. Liquefaction testing using electronic cone tests is mandated for larger commercial buildings and areas prone to liquefaction. Exemptions exist for some small structures.
This document provides problems and examples related to detailing of beams and slabs in reinforced concrete structures. It discusses concepts like continuous beams, cantilever beams, flanged beams, one-way slabs, and two-way slabs. Seven problems are presented involving drawing the longitudinal section and cross sections of beams and slabs and showing reinforcement details. The document concludes with two problems for the reader to solve involving preparing bar bending schedules and estimating quantities of steel and concrete.
The document discusses the different section assignment options for slabs and walls in ETABS - membrane, shell, and plate. Membrane sections have no out-of-plane stiffness and cannot contribute to resisting bending moments, while plate sections have full out-of-plane stiffness but no in-plane stiffness. Shell sections have both. The effects of each assignment are verified in models of a simple slab. Membrane assignment results in zero slab moments and increased beam moments. Shell and plate assignments produce similar results that account for slab contribution, with lower beam moments. Recommendations are provided on appropriate usage of each section type.
Modelling Building Frame with STAAD.Pro & ETABS - Rahul LeslieRahul Leslie
The document discusses modeling a reinforced concrete building frame using STAAD.Pro and ETABS software. It describes how to model the beams, columns, slabs, walls, stairs, and foundations. Initial member sizes are determined based on architectural requirements and design formulas. The building is modeled by framing the beams and columns. Loads like self-weight, floor loads, and wall loads are applied to the frame. Material properties of concrete are also specified. The document provides guidance on modeling the structural elements and applying loads in STAAD.Pro and ETABS to analyze the building frame.
The document discusses proper detailing of reinforced concrete structures, which is essential for safety and structural performance. It provides guidelines and examples of good and bad detailing practices for common reinforced concrete elements like slabs, beams, columns, and foundations. Proper detailing is important to avoid construction errors and ensure the structural design works as intended under gravity and seismic loads.
Book for Beginners, RCC Design by ETABSYousuf Dinar
Advancement of softwares is main cause behind comparatively quick and simple
design while avoiding complexity and time consuming manual procedure. However
mistake or mislead could be happened during designing the structures because of not
knowing the proper procedure depending on the situation. Design book based on
manual or hand design is sometimes time consuming and could not be good aids with
softwares as several steps are shorten during finite element modeling. This book may
work as a general learning hand book which bridges the software and the manual
design properly. The writers of this book used linear static analysis under BNBC and
ACI code to generate a six story residential building which could withstand wind load
of 210 kmph and seismic event of that region. The building is assumed to be designed
in Dhaka, Bangladesh under RAJUK rules to get legality of that concern organization.
For easy and explained understanding the book chapters are oriented in 2 parts. Part A
is concern about modeling and analysis which completed in only one chapter. Part B
is organized with 8 chapters. From chapter 1 to 7 the writers designed the model
building and explained with references how to consider during design so that
creativity of readers could not be threated. Chapter 8 is dedicated for estimation. As a
whole the book will help the readers to experience a building construction related all
facts and how to progress in design. Although the volume I is limited to linear static
analysis, upcoming volume will eventually consider dynamic facts to perform
dynamic analysis. Implemented equations are organized in the appendix section for
easy memorizing.
BNBC and other codes are improving and expending day by day, by covering new
and improved information as civil engineering is a vast field to continue the research.
Before designing something or taking decision judge the contemporary codes and
choose data, equations, factors and coefficient from the updated one.
Book for Beginners series is basic learning book of YDAS outlines. Here only
rectangular grid system modeling and a particular model is shown. Round shape grid
is avoided to keep the study simple. No advanced analysis is described and it is kept
simple for beginners. Only two way slab is elaborated with direct design method,
avoiding other procedures. In case of beam, only flexural and shear designs are made.
T- Beam, L- Beam or other shapes are not shown as rectangular beam was enough for
this study. Bi-axial column and foundation design is not shown. During column and
foundation design only pure axial load is considered. Use of interaction diagram is not
shown in manual design. Load centered isolated and combined footing designs are
shown, avoiding eccentric loading conditions. Pile and pile cap design, Mat
foundation design, strap footing design and sand pile concept are not included in this
Bar Bending Schedule (BBS) is a chart which gives a clear picture of bar length, diameter of bar ,bar mark ,location of bar.
It allow workers to place steel properly.
The superstructure of a building consists of elements above the foundation like beams, columns, lintels, roofing and flooring. Beams are horizontal members that carry loads and transfer them to columns or walls. Reinforced concrete beams are designed to resist both bending moments and shear forces from loads. There are different types of beams like simply supported, fixed, cantilever, continuous and overhanging beams which are designed based on how they are supported. Columns are vertical load bearing members that transfer loads from beams and slabs to the foundation. Common column types include long, short and intermediate columns. Lintels are short horizontal members that span small openings like doors and windows and transfer loads to masonry, steel or reinforced concrete
The Nexans Euromold compact version screened separable connector is suitable for high voltage HV cable termination up to 33kV. Interface Type C Euromold M16 bolted tee connectors up to 33kV are designed to connect and terminate polymeric (XLPE EPR) cables to M16 bolted 400 series equipment bushings. Nexans Euromold connectors are supplied in sets of three phases.
Nexans Euromold Kit Contents: 3 x connector housings, 3 x size sensitive cable reducers, 3 x conductor contact lug, 3 x clamping screws and 3 x insulating plugs & caps.
Euromold Connectors 400 Series Interface Type C Bushing - 630Amp
* Connector Type : M16 Bolted Copper Insert
* Voltage Range : 11/12kV-33/36kV
* Current Rating : 630amps
* Specification : CENELEC EN50180 & EN50181
Euromold 430TB Elbow Connectors are used with 400 Series Interface C Bushing.
Nexans Euromold tee connectors are designed for terminating high voltage XLPE power cables into compact switchgear to make optimum use of limited installation space.
Nexans, the worldwide leader in the cable industry, has extended its well-proven range of compact high voltage (HV) connectors with two new tee-shaped connectors designed specifically for use with compact switchgear and transformers now being specified for wind turbine applications. The Nexans Euromold M430TB connector is for use with higher voltages (up to 33-36kV) and the M434TB connector is for higher currents (up to 1,250 A).
Trend Towards Compact Switchgear for Wind Turbines
The growing trend towards using ever more compact high voltage switchgear in wind turbines has resulted in smaller cable boxes, limiting the space available for connectors. Nexans has responded to this challenge by developing its new asymmetric tee-shape connectors to create a compact connection solution. This now enables two cables to be connected in the same space required for one cable using a traditional non-compact connector. As well as being ideal for all applications where space is a limiting factor, the Nexans compact connectors also enable users to increase the capacity of an existing installation.
EPDM Jacket: A Key Design Feature for Safety and Reliability
The Nexans Euromold M430TB and the M434TB are separable tee-shape bolted connectors designed to connect high voltage polymer-insulated cable to wind turbine equipment such as switchgear and transformers- they can also be used for cable to cable connections with the appropriate mating parts. A key design feature is the thick (3 mm) EPDM (Ethylene Propylene Diene Monomer) rubber conductive insulation jacket that provides a total safe to touch screen for personnel safety, this is both more reliable and longer lasting than the painted silicone rubber insulation used in many connectors.
400 Series Interface C Compact Nexans Euromold Cable Connectors and Bushings connect and terminate HV cables to Interface C bushings on switchgear and transformers.
Nexans Euromold provide high voltage cable accessories to suit the 7 main bushing interfaces : A, B, C (Compact), C (Symmetrical), D, E and F.
Nexans Euromold cable joints, cable terminations, epoxy bushings, angled (elbow) and straight plug-in or bolted separable connectors for connecting, jointing and terminating high voltage cables.
400 Series Interface C Compact Nexans Euromold Cable Connectors and Bushings connect and terminate HV cables to Interface C bushings on switchgear and transformers.
Nexans Euromold provide high voltage cable accessories to suit the 7 main bushing interfaces : A, B, C (Compact), C (Symmetrical), D, E and F.
Nexans Euromold cable joints, cable terminations, epoxy bushings, angled (elbow) and straight plug-in or bolted separable connectors for connecting, jointing and terminating high voltage cables.
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Comparative study of Conventional Bridge with Innovative Bridge for OptimizationIJERA Editor
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Rail Cables Signalling, Power, Track Feeder, Pilot, High Voltage Cables
05 ec2 ws_arrieta_detailing
1. Dissemination of information for training – Brussels, 20-21 October 2011 1
EUROCODE 2
Background and Applications
Anchorage and lap splicing
Detailing of slabs, columns, beams, footings
José M. Arrieta
Universidad Politécnica Madrid, E.T.S. Ing. Caminos
PROES Consultores S.A.
2. Dissemination of information for training – Brussels, 20-21 October 2011 2
EUROCODE 2
Background and Applications
Contents
1. GENERAL PROVISIONS FOR DETAILING
1.1. Anchorage length
1.2. Lap length
2. DETAILING OF STRUCTURAL MEMBERS
2.1. FOOTING B-2
2.1.1. Calculation of the footing
2.1.2. Arrangement of the reinforcement
2.2. BEAMS
2.2.1. Beam A2 – B2 – C2 for the case 1
2.2.2. Beam B1 – B2 – B3 for the case 3
2.3. SLABS
2.3.1. Slab AB12 for case 1
2.4. COLUMNS
2.4.1. Column B2 for the case 2
3. Dissemination of information for training – Brussels, 20-21 October 2011 3
EUROCODE 2
Background and Applications
General provisions for detailing
Section 8 EN 1992-1-1
For ribbed reinforcement, mesh and prestressing tendons
Subjected to static loading
Spacing of bars [8.2]
Good concreting → adequate bond
Recom. values: K1=1,0; K2=5 mm
[ ]mm20;Kd;Kmaxs 2g1min +φ⋅=
=⇒
≤φ
=
mm25s
mm25
mm20d
if min
g
s
s
4. Dissemination of information for training – Brussels, 20-21 October 2011 4
EUROCODE 2
Background and Applications
General provisions for detailing
Minimum diameter of the mandrel [8.3 ]
Avoid:
Bending cracks in the bar
Failure of concrete inside the bent
Conditions to avoid concrete failure [8.3 (3)]:
Either not more than 5 φ past end bend
Or bar not positioned at the edge and cross bar ≥ φ inside the bend
φm ≥ φm,min
>φφ
≤φφ
=φ
mm16if7
mm16if4
min,m
φ
φm,min
5. Dissemination of information for training – Brussels, 20-21 October 2011 5
EUROCODE 2
Background and Applications
General provisions for detailing
Tables for the building
(mm) (mm) (mm)
φ smin
φmand,mi
n
8 25 32
10 25 40
12 25 48
14 25 56
16 25 64
20 25 140
25 25 175
6. Dissemination of information for training – Brussels, 20-21 October 2011 6
EUROCODE 2
Background and Applications
Anchorage length
Anchorage of longitudinal reinforcement [8.4]
Transmission forces reinforcement → concrete
Transverse tension stresses
Avoid:
Longitudinal cracks
Spalling
Methods:
Straight
Bend
Hook
Loop
Welded transverse bar
7. Dissemination of information for training – Brussels, 20-21 October 2011 7
EUROCODE 2
Background and Applications
Anchorage length
Ultimate bond stress fbd
Mechanism: tangential stresses at interface → bond stresses
η1: Quality of bond condition after concreting (1.0/0,7)
η2: Bar diameter ( φ > 32 mm)
Basic anchorage length lb,rqd
To anchor As· σsd →
≤ 250 mm
> 250 mm
250 mm
≤ 300 mm
45º
GOOD
POOR
GOOD
GOOD
ctd21bd f25,2f ⋅η⋅η⋅=
bd
sd
rqd,b
f4
l
σ
⋅
φ
=
8. Dissemination of information for training – Brussels, 20-21 October 2011 8
EUROCODE 2
Background and Applications
Anchorage length
Design anchorage length [Table 8.2]
α1: Shape of bars
α2: Concrete cover
α3: Confinement by transv. reinf. not welded
α4: Confinement by welded transv. reinf.
α5: Confinement by transv. pressure
min,brqd,b54321bd lll ≥⋅α⋅α⋅α⋅α⋅α=
[ ]
=α∋φ⋅α=
ncompressioif60,0
tensionif30,0
mm100;10;lmaxl rqd,bmin,b
9. Dissemination of information for training – Brussels, 20-21 October 2011 9
EUROCODE 2
Background and Applications
Anchorage length
Simplified formulation
Standard bends, hooks, loops
Welded transverse bar
rqd,b1eq,b ll ⋅α=
rqd,b4eq,b ll ⋅α=
STANDARD BEND
STANDARD HOOK
STANDARD LOOP
WELDED TRANSVERSE BAR
10. Dissemination of information for training – Brussels, 20-21 October 2011 10
EUROCODE 2
Background and Applications
Anchorage length
Tables for the building
FOOTINGS (C25/30 cnom = 40 mm)
lb,d (straight anchorage mm) lb,eq (std. bend, hook or loop mm)
(mm) Tension Compression Tension Compression
φ Good Poor Good Poor Good Poor Good Poor
8 226 323 323 461 226 323 226 323
10 283 404 404 577 283 404 283 404
12 339 484 484 692 339 484 339 484
14 408 582 565 807 565 807 565 807
16 500 715 646 922 646 922 646 922
20 686 980 807 1153 807 1153 807 1153
25 918 1312 1009 1441 1009 1441 1009 1441
nommin c2s ⋅≥
11. Dissemination of information for training – Brussels, 20-21 October 2011 11
EUROCODE 2
Background and Applications
Anchorage length
BEAMS AND SLABS (C25/30 cnom = 30mm)
lb,d (straight anchorage mm) lb,eq (std. bend, hook or loop mm)
(mm) Tension Compression Tension Compression
φ Good Poor Good Poor Good Poor Good Poor
8 226 323 323 461 226 323 226 323
10 283 404 404 577 404 577 404 577
12 375 536 484 692 484 692 484 692
14 468 669 565 807 565 807 565 807
16 561 801 646 922 646 922 646 922
20 747 1067 807 1153 807 1153 807 1153
25 979 1398 1009 1441 1009 1441 1009 1441
Tables for the building
12. Dissemination of information for training – Brussels, 20-21 October 2011 12
EUROCODE 2
Background and Applications
Anchorage length
COLUMNS (C30/37 cnom = 30mm)
lb,d (straight anchorage mm) lb,eq (std. bend, hook or loop mm)
(mm) Tension Compression Tension Compression
φ Good Poor Good Poor Good Poor Good Poor
8 200 286 286 408 200 286 200 286
10 250 357 357 511 357 511 357 511
12 332 475 429 613 429 613 429 613
14 415 592 500 715 500 715 500 715
16 497 710 572 817 572 817 572 817
20 661 945 715 1021 715 1021 715 1021
25 867 1238 893 1276 893 1276 893 1276
Tables for the building
13. Dissemination of information for training – Brussels, 20-21 October 2011 13
EUROCODE 2
Background and Applications
Anchorage length
Anchorage of links and shear reinf. [8.5]
BEND HOOK
WELDED TRANSVERSE REINFORCEMENT
14. Dissemination of information for training – Brussels, 20-21 October 2011 14
EUROCODE 2
Background and Applications
Anchorage length
LENGTH AFTER THE CURVE
(mm) llink (mm)
φ Bend Hook
6 70 50
8 80 50
10 100 50
12 120 60
Tables for the building
15. Dissemination of information for training – Brussels, 20-21 October 2011 15
EUROCODE 2
Background and Applications
Lap length
Laps [8.7]
Transmission forces reinforcement → reinforcement
Transverse tension stresses
Avoid:
Large cracks
Spalling
Methods:
Lapping of bars
Welding
Mechanical couplers
Arrangement
Should be staggered
Not located in areas of high moments
Symmetrically at any section
16. Dissemination of information for training – Brussels, 20-21 October 2011 16
EUROCODE 2
Background and Applications
Design lap length [Table 8.2]
α1: Shape of bars
α2: Concrete cover
α3: Confinement by transv. reinf. not welded
α5: Confinement by transv. pressure
α6: Percentage of lapped bars within a zone
Lap length
25
1
6
ρ
=α
min,0rqd,b653210 lll ≥⋅α⋅α⋅α⋅α⋅α=
[ ]mm200;15;l30,0maxl rqd,b6min,0 φ⋅α⋅=
17. Dissemination of information for training – Brussels, 20-21 October 2011 17
EUROCODE 2
Background and Applications
Design lap length
Lap length
A: SECTION CONSIDERED
bar II: OUTSIDE
bar III: OUTSIDE
bar IV: INSIDE
ρ1 = 50 %
α6 = 1,41
18. Dissemination of information for training – Brussels, 20-21 October 2011 18
EUROCODE 2
Background and Applications
Lap length
BARS IN TENSION
Transverse reinforcement
No transv. reinf. if:
• Either φ ≤ 20 mm
• Or ρ1 < 25%
BARS IN COMPRESSION
19. Dissemination of information for training – Brussels, 20-21 October 2011 19
EUROCODE 2
Background and Applications
Lap length
Tables for the building
BEAMS AND SLABS (C25/30 cnom = 30mm) - TENSION
Lap length lo (mm)
(mm) Good bond conditions Poor bond conditions
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 226 260 316 339 323 371 452 484
10 283 325 396 424 404 464 565 605
12 375 432 525 563 536 617 751 804
14 468 538 655 702 669 769 936 1003
16 561 645 785 841 801 922 1122 1202
20 747 859 1045 1120 1067 1227 1493 1600
25 979 1126 1370 1468 1398 1608 1957 2097
20. Dissemination of information for training – Brussels, 20-21 October 2011 20
EUROCODE 2
Background and Applications
Lap length
Tables for the building
BEAMS AND SLABS (C25/30 cnom = 30mm) - COMPRESSION
Lap length lo (mm)
(mm) Good bond conditions Poor bond conditions
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 323 371 452 484 461 530 646 692
10 404 464 565 605 577 663 807 865
12 484 557 678 726 692 796 969 1038
14 565 650 791 848 807 928 1130 1211
16 646 743 904 969 922 1061 1291 1384
20 807 928 1130 1211 1153 1326 1614 1730
25 1009 1160 1413 1513 1441 1658 2018 2162
21. Dissemination of information for training – Brussels, 20-21 October 2011 21
EUROCODE 2
Background and Applications
Lap length
Tables for the building
COLUMNS (C30/37 cnom = 30mm) – TENSION
Lap length lo (mm)
(mm) Good bond conditions Poor bond conditions
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 200 230 280 300 286 329 400 429
10 250 288 350 375 357 411 500 536
12 332 382 465 499 475 546 665 712
14 415 477 580 622 592 681 829 888
16 497 571 695 745 710 816 994 1065
20 661 760 926 992 945 1086 1322 1417
25 867 997 1213 1300 1238 1424 1733 1857
22. Dissemination of information for training – Brussels, 20-21 October 2011 22
EUROCODE 2
Background and Applications
Lap length
Tables for the building
COLUMNS (C30/37 cnom = 30mm) – COMPRESSION
Lap length lo (mm)
(mm) Good bond conditions Poor bond conditions
φ
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
ρ1<2
5
ρ1=3
3
ρ1=5
0 ρ1>50
8 286 329 400 429 408 470 572 613
10 357 411 500 536 511 587 715 766
12 429 493 600 643 613 705 858 919
14 500 575 701 751 715 822 1001 1072
16 572 658 801 858 817 939 1144 1225
20 715 822 1001 1072 1021 1174 1430 1532
25 893 1028 1251 1340 1276 1468 1787 1915
23. Dissemination of information for training – Brussels, 20-21 October 2011 23
EUROCODE 2
Background and Applications
DETAILING OF STRUCTURAL MEMBERS
DETAILING OF STRUCTURAL MEMBERS [9]
Satisfy the requirements of:
Safety
Serviceability
Durability
Consistency with design models
Minimum areas of reinforcement to:
Prevent brittle failure
Prevent wide cracks
Resist forces from restrained actions
Reflections
No unique solutions
Need to simplify; usually many bars to dispose
Arrangement: complexity vs simplicity
Economics and sustainability
Aspects of cost
• Quantity of reinforcement
• Labour force
• Size of the structure
24. Dissemination of information for training – Brussels, 20-21 October 2011 24
EUROCODE 2
Background and Applications
DETAILING OF STRUCTURAL MEMBERS
STRUCTURAL MEMBERS
FOOTING B-2
Reinforcement calculation
Detailing
BEAMS
BEAM 2 – Case 1
BEAM B – Case 3
SLABS
SLAB AB12 – Case 1
COLUMNS
COLUMN B-2 – Case 2
25. Dissemination of information for training – Brussels, 20-21 October 2011 25
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
h = 800 mm
Concrete: C25/30
Steel: B500
=⋅−=
−=⋅−=
⋅
=σ
Ed
y,Ed
BB
Ed
z,Ed
LL
Ed
Ed
N
M
eande2L'B
N
M
eande2L'L
'L'B
N
Model for soil bearing resistance
27. Dissemination of information for training – Brussels, 20-21 October 2011 27
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
Soil pressure + Self weight = Effective pressure
2
Ed Ed sw,d' q 1418 kN / mσ =σ − =
28. Dissemination of information for training – Brussels, 20-21 October 2011 28
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
Model for anchorage of bars [9.2.2.2]
( ) ( )
( )e
s d
i
z x
F x R x
z
= ⋅
⋅−= a35,0
2
b
FF smax,s
( )s,max sF F 0,825 1457,9 kN= =
( )7 16φ
s,max 2
s
yd
F
A 3353 mm
f
= =
29. Dissemination of information for training – Brussels, 20-21 October 2011 29
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
Arrangement of reinforcement
30. Dissemination of information for training – Brussels, 20-21 October 2011 30
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
Verification straight anchorage first inclined crack: lb + cnom ≤ xmin
xmin = h/2 = 400 mm
( ) ( )s min sF x F 0,40 1071,0 kN= =
( )s min
b bd
s yd
F x 1071,0
l l 500 360 mm
A f 1485,7
= ⋅= ⋅ =
360 40 400 Ok+ =
31. Dissemination of information for training – Brussels, 20-21 October 2011 31
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
0,0
200,0
400,0
600,0
800,0
1000,0
1200,0
1400,0
1600,0
0,40 0,50 0,60 0,70 0,80 0,90
32. Dissemination of information for training – Brussels, 20-21 October 2011 32
EUROCODE 2
Background and Applications
DETAILING OF FOOTINGS
FOOTING B-2
If we dispose 11φ20
0,0
200,0
400,0
600,0
800,0
1000,0
1200,0
1400,0
1600,0
0,40 0,50 0,60 0,70 0,80 0,90
Fs,Rd1: straight anch.
Fs,Rd2: bend anch.
la = 195 mm
33. Dissemination of information for training – Brussels, 20-21 October 2011 33
EUROCODE 2
Background and Applications
DETAILING OF BEAMS
BEAMS [9.2]
Materials
Concrete: fck = 25 N/mm2 γc = 1,50
Steel: fyk = 500 N/mm2 γs = 1,15
Longitudinal reinforcement
db00133,0Adb0013,0db
f
f
26,0A tmin,stt
yk
ctm
min,s ⋅⋅=⇒⋅⋅</⋅⋅⋅=
cmax,s A04,0A ⋅=
( )
2
cotcot
zal
α−θ
⋅=
34. Dissemination of information for training – Brussels, 20-21 October 2011 34
EUROCODE 2
Background and Applications
DETAILING OF BEAMS
BEAMS [9.2]
Transverse reinforcement
0008,0
f
f08,0
min,w
yk
ck
min,w =ρ⇒
⋅
=ρ
α⋅⋅
=ρ
sinbs
A
w
sw
w
w
min
sw
b0008,0
s
A
⋅=
( ) d75,0cot1d75,0s max,l ⋅=α+⋅⋅=
mm600d75,0s max,t >/⋅=
35. Dissemination of information for training – Brussels, 20-21 October 2011 35
EUROCODE 2
Background and Applications
DETAILING OF BEAM 2 – CASE 1
BEAM 2 – Case 1
Two way slab on beams
36. Dissemination of information for training – Brussels, 20-21 October 2011 36
EUROCODE 2
Background and Applications
Geometry
Two way slab on beams
DETAILING OF BEAM 2 – CASE 1
37. Dissemination of information for training – Brussels, 20-21 October 2011 37
EUROCODE 2
Background and Applications
Longitudinal reinforcement
If we suppose φ = 16 mm φw = 8 mm
mm354
2
chd wnom =
φ
−φ−−=
=
momentsnegativeformm1100
momentspositiveformm250
bt
mm250bw =
=⋅⋅=
momentsnegativeformm518
momentspositiveformm118
db00133,0A 2
2
tmin,s
2
cmax,s mm6520A04,0A =⋅=
5,2cotformm400cotd45,0al =θ=θ⋅⋅=
DETAILING OF BEAM 2 – CASE 1
38. Dissemination of information for training – Brussels, 20-21 October 2011 38
EUROCODE 2
Background and Applications
DETAILING OF BEAMS
BEAM 2 – Case 1
Envelop internal forces → Envelop Fs,Ed → Envelop F*
s,Ed → Fs,Rd
STRUCTURAL
ANALISYS
SHIFTING
al
DISPOSE
REINFORCEMENT
39. Dissemination of information for training – Brussels, 20-21 October 2011 39
EUROCODE 2
Background and Applications
DETAILING OF BEAMS
40. Dissemination of information for training – Brussels, 20-21 October 2011 40
EUROCODE 2
Background and Applications
DETAILING OF BEAMS
41. Dissemination of information for training – Brussels, 20-21 October 2011 41
EUROCODE 2
Background and Applications
Shear reinforcement
mm
mm
20,0b0008,0
s
A 2
w
min
sw
=⋅=
mm266d75,0s max,l =⋅=
mm266d75,0s max,t =⋅=
DETAILING OF BEAM 2 – CASE 1
Ed,swRd,sw FF ≥
42. Dissemination of information for training – Brussels, 20-21 October 2011 42
EUROCODE 2
Background and Applications
SLAB AB12 – Case 1
Same material properties
than beams
DETAILING OF SLABS
43. Dissemination of information for training – Brussels, 20-21 October 2011 43
EUROCODE 2
Background and Applications
Detailing provisions [9.3]
DETAILING OF SLAB AB12 - CASE 1
)mm12(mm13261230180
2
chd nom =φ=−−−=
φ
−φ−−=
mm1bt =
mm
mm
18,0db00133,0A
2
tmin,s =⋅⋅=
mm
mm
20,7A04,0A
2
cmax,s =⋅=
mm250smm250h0,2s slabsmax,slabsmax, =⇒>/⋅=
mm132dal ==
44. Dissemination of information for training – Brussels, 20-21 October 2011 44
EUROCODE 2
Background and Applications
Design reinforcement
Structural analysis → Bending moments → Reinforcement
DETAILING OF SLAB AB12 - CASE 1
45. Dissemination of information for training – Brussels, 20-21 October 2011 45
EUROCODE 2
Background and Applications
Reinforcement
DETAILING OF SLAB AB12 - CASE 1
46. Dissemination of information for training – Brussels, 20-21 October 2011 46
EUROCODE 2
Background and Applications
DETAILING OF COLUMNS
COLUMNS [9.5]
⋅
⋅
= Ac002,0;
f
N10,0
maxA
yd
Ed
min,s
cmax,s A04,0A ⋅=
φ⋅=φ longmin,t
4
1
;mm6max
[ ]mm400;b;20mins minlongmax,t φ⋅=
mm8min =φ
Longitudinal reinforcement
Transverse reinforcement
Factor 0,60:
Near beams/slab (h)
Lap length if φ>14 mm
Compression bars:
Not farer than 150 mm from a restrained bar
47. Dissemination of information for training – Brussels, 20-21 October 2011 47
EUROCODE 2
Background and Applications
DETAILING OF COLUMN B2 – CASE 2
COLUMN B-2 – Case 2
Materials:
Concrete: fck = 25 N/mm2 γc = 1,50
Steel: fyk = 500 N/mm2 γs = 1,15
mm8min =φ
Longitudinal reinforcement
Transverse reinforcement
2
max,s mm10000A =
[ ]2
Edmin,s mm500;N23,0maxA ⋅=
>φ
φ
≤φ
=φ
mm24if
4
mm24ifmm6
long
long
long
min,t
[ ]mm400;20mins longmax,t φ⋅=
50. Dissemination of information for training – Brussels, 20-21 October 2011 50
EUROCODE 2
Background and Applications
DETAILING OF COLUMN B2 – CASE 2
Reinforcement