The document provides a summary of modeling and analyzing slabs in ETABS, including:
1) Common assumptions made in slab modeling such as element type, meshing, shape, and acceptable error.
2) Steps for initial analysis including sketching expected results and comparing total loads.
3) Formulas and coefficients for calculating maximum bending moments in one-way and two-way slabs.
4) A process for designing solid slabs according to Eurocode 2 involving determining reinforcement ratios and areas.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
The aim of this manual is to give the design application of the basic requirements of EC8 for new concrete and steel buildings using ETABS. This book can be used by users of ETABS modeler. Is not cover all the steps that you have to carry during designing model using ETABS but is a good manual for those who using Eurocodes.
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.
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
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 document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
The aim of this manual is to give the design application of the basic requirements of EC8 for new concrete and steel buildings using ETABS. This book can be used by users of ETABS modeler. Is not cover all the steps that you have to carry during designing model using ETABS but is a good manual for those who using Eurocodes.
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.
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
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 guide provides a concise compilation of the principles and application rules
in the Eurocodes that relate to the design of common forms of building structure in
the Cyprus. Also provides guidance is given on the principal actions and
combinations of actions that need to be considered in orthodox building structures. Finally provides guidance for calculating the snow and wind loading based on Eurocode 1.
Abstract (Dutch)
Samengestelde betonnen liggers vervaardigd van prefab voorgespannen- en/of gewapende elementen zijn zeer populair in de huidige praktijk van de civiele techniek. Twee betonnen, samengestelde delen van de ligger worden gestort op verschillende tijdstippen. Verschillende elasticiteitsmoduli, opeenvolgende belastingaanbrenging, en verschillend krimp en kruip veroorzaken een herverdeling van de normaalspanning en ongelijke rekken en spanningen in twee aansluitende vezels in het aansluitvlak.
Dit seminar richt zich op de berekening volgens de EN 1992-1-1 en EN 1992-2. De aannames met betrekking tot de berekening en de controle van de gewapende en/of voorgespannen samengestelde liggers en doorsnedes zal worden toegelicht.
Ook wordt er ingegaan op:
• De spanning/rek respons van de doorsnede belast door normaalkracht en buigende momenten,
• De principes van het gebruik van de “initiële toestand” in berekeningen van de uiterste grenstoestand en de bruikbaarheidsgrenstoestand,
• De controle van dwarskracht en wringing,
• De interactie tussen alle snedekrachten,
• De principes van de controles van de spanningbeperking,
• De achtergrond van de scheurwijdtecontrole
Speciale aandacht zal er worden gegeven aan de berekening van de schuifspanning in het aansluitvlak, en de beschouwing van de invloed van de verschillende leeftijd van de betonnen delen met betrekking tot de schuifspanningen. Een alternatieve berekeningsmethode ten opzichte van de Eurocode 2 zal worden voorgesteld en worden getest.
De praktische voorbeelden volgens de Eurocode 2 zullen worden uitgevoerd met behulp van de IDEA StatiCa software.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
Modelling Building Frame with STAAD.Pro & ETABS - Rahul LeslieRahul Leslie
A basic tutorial to learn the concepts of modelling RC building in an Analysis/Design package -- STAAD.Pro & ETABS are in focus here, but concepts are applicable for any package. Good for novice in structural designing, and also B.Tech / BE / BSc (Engg) / BS students wising to do 'design of multi-storied RC building' as their final year project.
This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
This guide provides a concise compilation of the principles and application rules
in the Eurocodes that relate to the design of common forms of building structure in
the Cyprus. Also provides guidance is given on the principal actions and
combinations of actions that need to be considered in orthodox building structures. Finally provides guidance for calculating the snow and wind loading based on Eurocode 1.
Abstract (Dutch)
Samengestelde betonnen liggers vervaardigd van prefab voorgespannen- en/of gewapende elementen zijn zeer populair in de huidige praktijk van de civiele techniek. Twee betonnen, samengestelde delen van de ligger worden gestort op verschillende tijdstippen. Verschillende elasticiteitsmoduli, opeenvolgende belastingaanbrenging, en verschillend krimp en kruip veroorzaken een herverdeling van de normaalspanning en ongelijke rekken en spanningen in twee aansluitende vezels in het aansluitvlak.
Dit seminar richt zich op de berekening volgens de EN 1992-1-1 en EN 1992-2. De aannames met betrekking tot de berekening en de controle van de gewapende en/of voorgespannen samengestelde liggers en doorsnedes zal worden toegelicht.
Ook wordt er ingegaan op:
• De spanning/rek respons van de doorsnede belast door normaalkracht en buigende momenten,
• De principes van het gebruik van de “initiële toestand” in berekeningen van de uiterste grenstoestand en de bruikbaarheidsgrenstoestand,
• De controle van dwarskracht en wringing,
• De interactie tussen alle snedekrachten,
• De principes van de controles van de spanningbeperking,
• De achtergrond van de scheurwijdtecontrole
Speciale aandacht zal er worden gegeven aan de berekening van de schuifspanning in het aansluitvlak, en de beschouwing van de invloed van de verschillende leeftijd van de betonnen delen met betrekking tot de schuifspanningen. Een alternatieve berekeningsmethode ten opzichte van de Eurocode 2 zal worden voorgesteld en worden getest.
De praktische voorbeelden volgens de Eurocode 2 zullen worden uitgevoerd met behulp van de IDEA StatiCa software.
The Manual explains the concept of transferring the load from the super structure up to the soil throughout Piles, which has a capacity of (End bearing, and Skin friction). It illustrates the steps needed to produce a full and safe foundation for your Super Structure.
Modelling Building Frame with STAAD.Pro & ETABS - Rahul LeslieRahul Leslie
A basic tutorial to learn the concepts of modelling RC building in an Analysis/Design package -- STAAD.Pro & ETABS are in focus here, but concepts are applicable for any package. Good for novice in structural designing, and also B.Tech / BE / BSc (Engg) / BS students wising to do 'design of multi-storied RC building' as their final year project.
This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
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.
This resource material is exclusively for the purpose of knowledge dissemination for the use of Civil engineering Fraternity, professionals & students.
This file contains state of art techniques adopted & practiced as per IS456 code provisions for analysis design & detailing of flat slab structural systems.
The presentation aims to provide clear,concise, technical details of flat slabs design.
The presentation deals with structural actions & behavior of flat slabs with visual representations obtained through finite element analysis.
The knowledge gained can be used for designing building structures frequently encountered in construction.
The presentation covers an important feature of slab systems supported on rigid & flexible support & clearly demarcates the minimum beam dimensions required to consider the supports to be either rigid or flexible.
The presentation alsoincludes clear technical drawings to highlight the importance of detailing w.r.t. rebar lay out - positioning & curtailment. Typical section drawing through middle & column strips are also included for visualizing rebar patterns in 3 -d views.
This presentation is an outcome of series of lectures for undergrad & grad students studying in civil engineering.
My next presentation would be on Analysis & design of deep beams.
Kindly mail me ( vvietcivil@gmail.com) your questions & valuable feedback.
The International Journal of Engineering and Science (The IJES)theijes
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
Torsion or twisting is a common concept in mechanical engineering systems. This section looks at the basic theory associated with torsion and examines some typical examples by calculating the main parameters. Further examples include determination of the torque and power requirements of torsional systems.
Accelerometers
Accelerometers are devices that produce voltage signals proportional to the acceleration experienced. There are several techniques for converting acceleration to an electrical signal. The most general technique is described first and more recent techniques will be considered later.
As always I am pleased to post you an interesting presentation on Integrated Civil Engineering Design Coure. If you found it helpy you may make use of it. Please leave your feedbacks.
Similar to Etabs modeling - Design of slab according to EC2 (20)
Unit 8 - Information and Communication Technology (Paper I).pdfThiyagu K
This slides describes the basic concepts of ICT, basics of Email, Emerging Technology and Digital Initiatives in Education. This presentations aligns with the UGC Paper I syllabus.
Biological screening of herbal drugs: Introduction and Need for
Phyto-Pharmacological Screening, New Strategies for evaluating
Natural Products, In vitro evaluation techniques for Antioxidants, Antimicrobial and Anticancer drugs. In vivo evaluation techniques
for Anti-inflammatory, Antiulcer, Anticancer, Wound healing, Antidiabetic, Hepatoprotective, Cardio protective, Diuretics and
Antifertility, Toxicity studies as per OECD guidelines
Instructions for Submissions thorugh G- Classroom.pptxJheel Barad
This presentation provides a briefing on how to upload submissions and documents in Google Classroom. It was prepared as part of an orientation for new Sainik School in-service teacher trainees. As a training officer, my goal is to ensure that you are comfortable and proficient with this essential tool for managing assignments and fostering student engagement.
Operation “Blue Star” is the only event in the history of Independent India where the state went into war with its own people. Even after about 40 years it is not clear if it was culmination of states anger over people of the region, a political game of power or start of dictatorial chapter in the democratic setup.
The people of Punjab felt alienated from main stream due to denial of their just demands during a long democratic struggle since independence. As it happen all over the word, it led to militant struggle with great loss of lives of military, police and civilian personnel. Killing of Indira Gandhi and massacre of innocent Sikhs in Delhi and other India cities was also associated with this movement.
Palestine last event orientationfvgnh .pptxRaedMohamed3
An EFL lesson about the current events in Palestine. It is intended to be for intermediate students who wish to increase their listening skills through a short lesson in power point.
Model Attribute Check Company Auto PropertyCeline George
In Odoo, the multi-company feature allows you to manage multiple companies within a single Odoo database instance. Each company can have its own configurations while still sharing common resources such as products, customers, and suppliers.
Embracing GenAI - A Strategic ImperativePeter Windle
Artificial Intelligence (AI) technologies such as Generative AI, Image Generators and Large Language Models have had a dramatic impact on teaching, learning and assessment over the past 18 months. The most immediate threat AI posed was to Academic Integrity with Higher Education Institutes (HEIs) focusing their efforts on combating the use of GenAI in assessment. Guidelines were developed for staff and students, policies put in place too. Innovative educators have forged paths in the use of Generative AI for teaching, learning and assessments leading to pockets of transformation springing up across HEIs, often with little or no top-down guidance, support or direction.
This Gasta posits a strategic approach to integrating AI into HEIs to prepare staff, students and the curriculum for an evolving world and workplace. We will highlight the advantages of working with these technologies beyond the realm of teaching, learning and assessment by considering prompt engineering skills, industry impact, curriculum changes, and the need for staff upskilling. In contrast, not engaging strategically with Generative AI poses risks, including falling behind peers, missed opportunities and failing to ensure our graduates remain employable. The rapid evolution of AI technologies necessitates a proactive and strategic approach if we are to remain relevant.
Acetabularia Information For Class 9 .docxvaibhavrinwa19
Acetabularia acetabulum is a single-celled green alga that in its vegetative state is morphologically differentiated into a basal rhizoid and an axially elongated stalk, which bears whorls of branching hairs. The single diploid nucleus resides in the rhizoid.
Honest Reviews of Tim Han LMA Course Program.pptxtimhan337
Personal development courses are widely available today, with each one promising life-changing outcomes. Tim Han’s Life Mastery Achievers (LMA) Course has drawn a lot of interest. In addition to offering my frank assessment of Success Insider’s LMA Course, this piece examines the course’s effects via a variety of Tim Han LMA course reviews and Success Insider comments.
1. ETABS MANUAL
Part-‐II:
Model
Analysis
&
Design
of
Slabs
According
to
Eurocode
2
AUTHOR:
VALENTINOS
NEOPHYTOU
BEng
(Hons),
MSc
REVISION
1:
April,
2013
2.
ABOUT
THIS
DOCUMENT
This
document
presents
an
example
of
analysis
design
of
slab
using
ETABS.
This
example
examines
a
simple
single
story
building,
which
is
regular
in
plan
and
elevation.
It
is
examining
and
compares
the
calculated
ultimate
moment
from
ETABS
with
hand
calculation.
Moment
coefficients
were
used
to
calculate
the
ultimate
moment.
However
it
is
good
practice
that
such
hand
analysis
methods
are
used
to
verify
the
output
of
more
sophisticated
methods.
Also,
this
document
contains
simple
procedure
(step-‐by-‐step)
of
how
to
design
solid
slab
according
to
Eurocode
2.
The
process
of
designing
elements
will
not
be
revolutionised
as
a
result
of
using
Eurocode
2.
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
ETABS
or
within
this
section
is
encouraged.
For
further
details:
My
LinkedIn
Profile:
http://www.linkedin.com/profile/view?id=125833097&trk=hb_tab_pro_top
Email:
valentinos_n@hotmail.com
Slideshare
Account: http://www.slideshare.net/ValentinosNeophytou
2
3. Table of Contents
1.0 Slab modeling .......................................................................................................... 4
1.1 Assumptions............................................................................................................. 4
1.2 Initial step before run the analysis ........................................................................... 4
2.0 Calculation of ultimate moments ............................................................................. 5
3.0 Design of slab according to Eurocode 2 .................................................................. 7
4.0 Example 1: Analysis and design of RC slab using ETABS................................... 11
4.1 Ultimate moments results ...................................................................................... 12
4.1.1 Maximum hogging and Sagging moment at Longitudinal direction Ly............. 12
4.1.2 Maximum hogging and Sagging moment at Transverse direction Lx ................ 12
4.1.3 Hand calculation results ...................................................................................... 13
4.1.4 Hand calculation Results..................................................................................... 14
3
4.
1.0 Slab modeling
1.1 Assumptions
In preparing this document a number of assumptions have been made to avoid over
complication; the assumptions and their implications are as follows.
a) Element type : SHELL
b) Meshing (Sizing of element) : Size= min{Lmax/10 or l000mm}
c) Element shape : Ratio= Lmax/Lmin = 1 ≤ ratio ≤ 2
d) Acceptable error : 20%
1.2 Initial step before run the analysis
a) Sketch out by hand the expected results before carrying out the analysis.
b) Calculate by hand the total applied loads and compare these with the sum of
the reactions from the model results.
4
5. 2.0 Calculation of ultimate moments
Maximum moments of two-way slabs
If ly/lx < 2: Design as a Two-way slab
If lx/ly > 2: Deisgn as a One-way slab
Note:
lx is the longer span
ly is the shorter span
Maximum moment of Simply supported (pinned) two-way slab
Bending moment coefficient for simply supported slab
Msx= asxnlx2 in n: is the ultimate load m2
direction of span lx
2
ly/lx 1.0 1.1 1.2 1.3 1.4 1.5 1.75 2.0
Msy= asynlx in n: is the ultimate load m2 asx 0.062 0.074 0.084 0.093 0.099 0.104 0.113 0.118
direction of span ly asy 0.062 0.061 0.059 0.055 0.051 0.046 0.037 0.029
Maximum moment of Restrained supported (fixed) two-way slab
Msx= asxnlx2 in n: is the ultimate load m2
direction of span lx
Msy= asynlx2 in n: is the ultimate load m2
direction of span ly
Bending moment coefficient for two way rectangular slab supported by beams
(Manual of EC2 ,Table 5.3)
Type of
panel and moment Short span coefficient for value of Ly/Lx Long-span coefficients for all
considered 1.0 1.25 1.5 1.75 2.0 values of Ly/Lx
Interior panels
Negative moment at continuous edge 0.031 0.044 0.053 0.059 0.063 0.032
Positive moment at midspan 0.024 0.034 0.040 0.044 0.048 0.024
One short edge discontinuous
Negative moment at continuous edge 0.039 0.050 0.058 0.063 0.067 0.037
Positive moment at midspan
0.029 0.038 0.043 0.047 0.050 0.028
One long edge discontinuous
Negative moment at continuous edge 0.039 0.059 0.073 0.083 0.089 0.037
Positive moment at midspan 0.030 0.045 0.055 0.062 0.067 0.028
Two adjacent edges discontinuous
Negative moment at continuous edge 0.047 0.066 0.078 0.087 0.093 0.045
Positive moment at midspan 0.036 0.049 0.059 0.065 0.070 0.034
5
6.
Maximum moments of one-way slabs
If ly/lx < 2: Design as a Two-way slab
If lx/ly > 2: Deisgn as a One-way slab
Note: lx is the longer span
ly is the shorter span
Maximum moment of Simply supported (pinned) Maximum moment of continuous supported one-
one-way slab way slab
(Manual of EC2, Table 5.2) (Manual of EC2 ,Table 5.2)
L: is the effective span
F: is the total ultimate Uniformly distributed loads
MEd= 0.086FL load =1.35Gk+1.5Qk End support condition Moment
L: is the effective span End support support MEd =-0.040FL
Note: Allowance has been made in the coefficients in End span MEd =0.075FL
Table 5.2 for 20% redistribution of moments. Penultimate support MEd= -0.086FL
Interior spans MEd =0.063FL
Interior supports MEd =-0.063FL
F:
total design ultimate load on span
L: is the effective span
Note: Allowance has been made in the coefficients in
Table 5.2 for 20% redistribution of moments.
6
7. 3.0 Design of slab according to Eurocode 2
FLEXURAL DESIGN
(EN1992-1-1,cl. 6.1)
Determine design yield strength of reinforcement
𝑓!"
𝑓!" =
𝛾!
Determine K from:
𝑀!" δ=1.0 for no redistribution
𝐾= !
𝑏𝑑 𝑓!" δ=0.85 for 15% redistribution
𝐾 ′ = 0.6𝛿 − 0.18𝛿 ! − 0.21 δ=0.7 for 30% redistribution
K<K′ (no compression reinforcement required) K>K′ (then compression reinforcement required –
not recommended for typical slab)
! !
Obtain lever arm z: 𝑧 = !1 + √1 − 3.53𝐾! ≤ 0.95𝑑 Obtain lever arm z: 𝑧 = !1 + √1 − 3.53𝐾 ′ ! ≤ 0.95𝑑
! !
Area of steel reinforcement required:
One way solid slab Two way solid slab
𝑀!" 𝑀!",!"
𝐴!.!"# =
𝐴!".!"# =
𝑓!" 𝑧 𝑓!" 𝑧
𝑀!",!"
𝐴!".!"# =
𝑓!" 𝑧
For slabs, provide group of bars with area A s.prov per meter width
Spacing of bars (mm)
75 100 125 150 175 200 225 250 275 300
8 670 503 402 335 287 251 223 201 183 168
10 1047 785 628 524 449 393 349 314 286 262
Bar 12 1508 1131 905 754 646 565 503 452 411 377
Diameter 16 2681 2011 1608 1340 1149 1005 894 804 731 670
(mm) 20 4189 3142 2513 2094 1795 1571 1396 1257 1142 1047
25 6545 4909 3927 3272 2805 2454 2182 1963 1785 1636
32 10723 8042 6434 5362 4596 4021 3574 3217 2925 2681
For beams, provide group of bars with area As. prov
Number of bars
1 2 3 4 5 6 7 8 9 10
8 50 101 151 201 251 302 352 402 452 503
10 79 157 236 314 393 471 550 628 707 785
Bar 12 113 226 339 452 565 679 792 905 1018 1131
Diameter 16 201 402 603 804 1005 1206 1407 1608 1810 2011
(mm) 20 314 628 942 1257 1571 1885 2199 2513 2827 3142
25 491 982 1473 1963 2454 2945 3436 3927 4418 4909
32 804 1608 2413 3217 4021 4825 5630 6434 7238 8042
Check of the amount of reinforcement provided above the “minimum/maximum amount of
reinforcement “ limit
(CYS NA EN1992-1-1, cl. NA 2.49(1)(3))
0.26𝑓!"# 𝑏𝑑
𝐴!,!"# = ≥ 0.0013𝑏𝑑 ≤ 𝐴!,!"#$ ≤ 𝐴!,!"# = 0.04𝐴!
𝑓!" 7
8. SHEAR FORCE DESIGN
(EN1992-1-1,cl 6.2)
Maximum moment of Simply supported (pinned) Maximum shear force of continuous supported
one-way slab one-way slab
(Manual of EC2, Table 5.2) (Manual of EC2 ,Table 5.2)
F: is the total ultimate Uniformly distributed loads
MEd= 0.4F load =1.35Gk+1.5Qk End support condition Moment
End support support MEd =0.046F
Penultimate support MEd= 0.6F
Interior supports MEd =0.5F
F:
total design ultimate load on span
§ Determine design shear stress, vEd
vEd=VEd/b·d
Reinforcement
ratio,
ρ1
(EN1992-‐1-‐1,
cl
6.2.2(1))
ρ1=As/b·d
Design shear resistance
200
𝑘 =1+! ≤ 2,0 with 𝑑 in mm
𝑑
0.18 !
𝑉!".! = ! 𝑘(100𝜌! 𝑓!" )! + 𝑘! 𝜎!" ! 𝑏𝑑
𝛾!
𝑉!".!.!"# = !0.0035!𝑓!" 𝑘 !.! + 𝑘! 𝜎!" !𝑏𝑑
Alternative value of design shear resistance, VRd.c (Concrete centre) (ΜΡa)
ρI = Effective depth, d (mm)
As/(bd)
≤200 225 250 275 300 350 400 450 500 600 750
0.25% 0.54 0.52 0.50 0.48 0.47 0.45 0.43 0.41 0.40 0.38 0.36
0.50% 0.59 0.57 0.56 0.55 0.54 0.52 0.51 0.49 0.48 0.47 0.45
0.75% 0.68 0.66 0.64 0.63 0.62 0.59 0.58 0.56 0.55 0.53 0.51
1.00% 0.75 0.72 0.71 0.69 0.68 0.65 0.64 0.62 0.61 0.59 0.57
1.25% 0.80 0.78 0.76 0.74 0.73 0.71 0.69 0.67 0.66 0.63 0.61
1.50% 0.85 0.83 0.81 0.79 0.78 0.75 0.73 0.71 0.70 0.67 0.65
1.75% 0.90 0.87 0.85 0.83 0.82 0.79 0.77 0.75 0.73 0.71 0.68
≥2.00% 0.94 0.91 0.89 0.87 0.85 0.82 0.80 0.78 0.77 0.74 0.71
k 2.000 1.943 1.894 1.853 1.816 1.756 1.707 1.667 1.632 1.577 1.516
1/3 1.5 0.5
Table derived from: vRd.c=0.12k(100 ρI fck) ≥0.035k fck
where k=1+(200/d)0.5≤0.02
If
VRdc≥VEd≥VRdc.min,
Concrete
strut
is
adequate
in
resisting
shear
stress
Shear
reinforcement
is
not
required
in
slabs
8
9. DESIGN FOR CRACKING
(EN1992-1-1,cl.7.3)
Minimum area of reinforcement steel kc=0.4 for bending
within tensile zone k=1 for web width < 300mm or
(EN1992-1-1,Eq. 7.1) k=0.65for web > 800mm
fct,eff= fctm = tensile strength after 28 days
𝑘 𝑘! 𝑓!",!"" 𝐴!" Act=Area of concrete in tension=b (h-(2.5(d-z)))
𝐴!.!!" = σs=max stress in steel immediately after crack
𝜎!
initiation
!!.!"# ! !!.!"#
𝜎! = 𝜎!" ! ! or 𝜎! = 0.62 ! 𝑓 !
!!.!"#$ ! !!.!"#$ !"
Chart to calculate unmodified steel stress σsu
(Concrete Centre - www.concretecentre.com)
Asmin<As.prov
Crack widths have an influence on the durability of the RC member. Maximum crack width
sizes can be determined from the table below (knowing σs, bar diameter, and spacing).
Maximum bar diameter and maximum spacing to limit crack widths
(EN1992-1-1,table7.2N&7.3N)
σs Maximum bar diameter and spacing for
(N/mm2) maximum crack width of:
0.2mm 0.3mm 0.4mm
160 25 200 32 300 40 300
200 16 150 25 250 32 300
240 12 100 16 200 20 250
280 8 50 12 150 16 200
300 6 - 10 100 12 150
Note. The table demonstrates that cracks widths can be reduced if;
• σs
is
reduced
• Bar
diameter
is
reduced.
This
mean
that
spacing
is
reduced
if
As.prov
is
to
be
the
same.
• Spacing
is
reduced
9
10. DESIGN FOR DEFLECTION
(EN1992-1-1,cl.7.4)
Simplified Calculation approach
Span/effective depth ratio
(EN1992-1-1, Eq. 7.16a and 7.16b)
The effect of cracking complicacies the deflection calculations of the RC member under
service load. To avoid such complicate calculations, a limit placed upon the span/effective
depth ration.
𝑙 𝜌! 𝜌! !.!
= 𝐾 !11 + 1.5!𝑓!" + 3.2!𝑓!" ! − 1! ! 𝑖𝑓 𝜌 ≤ 𝜌!
𝑑 𝜌 𝜌
𝑙 𝜌! 1 𝜌,
= 𝐾 !11 + 1.5!𝑓!" + !𝑓!" ! ! 𝑖𝑓 𝜌 > 𝜌!
𝑑 𝜌 − 𝜌 12
′ 𝜌!
Note: The span-to-depth ratios should ensure that deflection is limited to span/250
Structural system modification factor
(CY NA EN1992-1-1,NA. table 7.4N)
The values of K may be reduced to account for long span as follow:
• In
beams
and
slabs
w here
the
span>7.0m,
multiply
by
leff/7
Type of member K
Cantilever 0.4
Flat slab 1.2
Simply supported 1.0
Continuous end 1.3
span
Continuous interior 1.5
span
Reference reinforcement
ratio
(EN1992-1-1,cl. 7.4.2(2))
𝜌! = 0.001!𝑓!"
Tension reinforcement ratio
(EN1992-1-1,cl. 7.4.2(2))
𝐴!.!"#
𝜌=
𝑏𝑑
10
11.
4.0 Example 1: Analysis and design of RC slab using ETABS
1. Dimensions:
Depth of slab, h: h=150mm
Length in longitudinal direction, Ly: Ly=6m
Length in transverse direction, Lx: Lx=5m
Number of slab panels: N=3
2. Loads:
Dead load:
Self weight, gk.s: gk.s=3.75kN/m2
Extra dead load, gk.e: gk.e=1.00kN/m2
Total dead load, Gk: Gk=4.75kN/m2
Live load:
Live load, qk: gk=2.00kN/m2
Total live load, Qk: Qk=2.00kN/m2
3. Load combination:
Total load on slab: 1.35Gk+1.5Qk=
COMB1: 1.35*4.75+1.5*2.00=9.1kN/m2
4. Layout of model:
11
12.
4.1 Ultimate moments results
4.1.1 Maximum hogging and Sagging moment at Longitudinal direction Ly
4.1.2 Maximum hogging and Sagging moment at Transverse direction Lx
12
13.
4.1.3 Hand calculation results
Ultimate moment at longitudinal direction Ly
Program results Mid-span GL2 Mid-span GL3 Mid-span
GL1-GL2 (kNm) GL2-GL3 GL3-GL4
(kNm) (kNm) (kNm)
ETABS Results 10.43 11.54 7.68 11.54 10.40
Hand calculation
10.20 13.60 8.00 10.70 10.20
results 1
Error percentage 2,20% 15.14% 4.00% 7.30% 1.92%
1
Hand calculation are based on moment coefficient of “Manual to Eurocode 2 –
Institutional of Structural Engineers, 2006 (Table 5.2)”.
Ultimate moment at longitudinal direction Lx
Program results Mid-span Mid-span Mid-span
GL1-GL2 GL2-GL3 GL3-GL4
(kNm) (kNm) (kNm)
ETABS Results 13.5 13.5 13.5
Hand calculation
13.2 13.2 13.2
results 1
Error percentage 2.20% 2.20% 2.20%
1
Hand calculation are based on moment coefficient of “Manual to Eurocode 2 –
Institutional of Structural Engineers, 2006 (Table 5.2)”.
13