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.
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.
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
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.
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.
Part-I: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pro...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-I of a two part series.
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.
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
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
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 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.
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.
Part-II: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pr...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-II of a two part series.
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
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
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 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.
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.
Part-II: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pr...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-II of a two part series.
INTRODUCTION TO STRUCUTRAL DESIGN RCC PRESENTATIONjay sinha
STRUCUTRAL DESIGN RCC PRESENTATION
INCLUDES DESIGN OF SLAB, BEAM, COLUMN, FOUNDATION
STADD.PRO INTRODUCTION
AND AUTOCAD INTERFACE
LOAD CALCULATION AND FORMULA
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
Contact with Dawood Bhai Just call on +92322-6382012 and we'll help you. We'll solve all your problems within 12 to 24 hours and with 101% guarantee and with astrology systematic. If you want to take any personal or professional advice then also you can call us on +92322-6382012 , ONLINE LOVE PROBLEM & Other all types of Daily Life Problem's.Then CALL or WHATSAPP us on +92322-6382012 and Get all these problems solutions here by Amil Baba DAWOOD BANGALI
#vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore#blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #blackmagicforlove #blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #Amilbabainuk #amilbabainspain #amilbabaindubai #Amilbabainnorway #amilbabainkrachi #amilbabainlahore #amilbabaingujranwalan #amilbabainislamabad
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
CFD Simulation of By-pass Flow in a HRSG module by R&R Consult.pptxR&R Consult
CFD analysis is incredibly effective at solving mysteries and improving the performance of complex systems!
Here's a great example: At a large natural gas-fired power plant, where they use waste heat to generate steam and energy, they were puzzled that their boiler wasn't producing as much steam as expected.
R&R and Tetra Engineering Group Inc. were asked to solve the issue with reduced steam production.
An inspection had shown that a significant amount of hot flue gas was bypassing the boiler tubes, where the heat was supposed to be transferred.
R&R Consult conducted a CFD analysis, which revealed that 6.3% of the flue gas was bypassing the boiler tubes without transferring heat. The analysis also showed that the flue gas was instead being directed along the sides of the boiler and between the modules that were supposed to capture the heat. This was the cause of the reduced performance.
Based on our results, Tetra Engineering installed covering plates to reduce the bypass flow. This improved the boiler's performance and increased electricity production.
It is always satisfying when we can help solve complex challenges like this. Do your systems also need a check-up or optimization? Give us a call!
Work done in cooperation with James Malloy and David Moelling from Tetra Engineering.
More examples of our work https://www.r-r-consult.dk/en/cases-en/
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
3. 3 3
Ground Floor
The example building:
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
4. 4 4
First Floor
The example building:
Storey ht. = 3.6m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
5. 5 5
Second Floor
The example building:
Storey ht. = 3.6m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
6. 6 6
Terrace
The example building:
Storey ht. = 3.6m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
7. 7
Initial member size fixing
Beams:
• Width:
– According to architectural requirements: 20, 23 or 25 cm.
– Preferably keep width not less than one-third depth.
• Depth:
– Fix an initial size between (span/12) and (span/15).
– Choose sizes such as 35, 40, 45, 50, 60, 70, 75, 80 cm or more
– This may have to be increased depending on Ast required (from
analysis) at a later stage.
Analysis & Design of an RC Building in STAAD.Pro Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
8. 8
Initial member size fixing (cont…)
Column:
• Width:
– What architectural requirements permit: 20, 23, 25 or 30 cm.
– Preferably keep width of column grater than that of beams to facilitate
passing of beam reinforcements.
– Increase width, wherever possible, to be preferably not less than half
depth.
• Depth:
– This is usually done from experience. For beginners, the following may be
taken as a starting point:
• Fix an arbitrary (and reasonably small) size for columns.
• From the axial force, find area required for each column based on short column
design formula, for 2% reinforcement.
• Increase this area requirement by 25% for all internal columns and by 50% for
all periphery columns. For the decided width, find depth for the area required.
• Based on above, choose depth such as 35, 40, 45, 50, 60, 70, 75, 80 cm or
more.
– The dimension may be suitably re-sized later based on the Asc required
from analysis.
Analysis & Design of an RC Building in STAAD.Pro Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
9. 9
Initial member size fixing (cont…)
Slabs:
• Depth:
– Calculated as minimum of [shorter span]/32
– but same depths in adjacent slabs can be convenient
– Depths of 10, 11 and 12 cms are most common.
– In case the depth required is more than 12 or 13 cm, one may spit the slab
using sub-beams, to bring the slab thickness to 12cm or within.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
10. 10 10
B
C
D
A
1 2 3 4 5
1st
Floor plan – Centre-to-centre distances (m):
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
11. 11 11
1st
Floor Key plan – Beam Size:
B
A
C
D
1 2 3 4 5
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
12. 12 12
1st
Floor Key plan – Column Size:
1 2 3 4 5
B
A
C
D
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
13. 13 13
1st
Floor Key plan – Slab thickness:
B
A
C
D
1 2 3 4 5
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
14. 14 14
Modeling Framed Structure
Frame:
• Beams & columns are modeled using frame elements
• Each beam and each column is represented by single
frame element (no subdividing by meshing is done)
• Beams and columns are of homogeneous isotropic
elastic material with properties (E, μ) that of concrete –
properties of reinforcement are not considered
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
15. 15 15
Modeling Framed Structure
Frame:
• Beam elements are oriented along the centre
line, and columns are modeled using frame
elements
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
16. 16 16
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
17. 17 17
Modeling Framed Structure
Frame:
• Beam elements are oriented along the centre line, and
columns are modeled using frame elements
• Columns are located at the intersection of beams (not
the centre line of the columns)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
19. 19 19
Centre of columns
as modeled
Actual centre of
columns
Position of column centre lines
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
20. 20 20
(Plan view from STAAD, col. Without
offset)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
21. 21 21
Modeling Framed Structure
Frame:
• Beam elements are oriented along the centre line, and
columns are modeled using frame elements
• Columns are located at the intersection of beams (not
the centre line of the columns)
• Columns can later be moved to its actual centre line by
‘offsetting’ it.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
22. 22 22
(Plan view from STAAD, col. Without &
With offset)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
23. 23 23
Modeling Framed Structure
Stairs:
Window on mid landing level beam
Window on floor level beam
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
24. 24 24
Window on mid landing level beam
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
25. 25 25
Window on floor level beam
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
26. 26 26
Window on MLL beam Window on FL beam
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
28. 28
Modeling Framed Structure
Frame:
• At the points where sub-beams (or secondary beams) connect to
the main-beams (or primary beams), nodes have to be introduced
in the latter by splitting them (though not in ETABS*).
• The bending degree of freedom of the sub-beams are released at
either ends to prevent torsion in the main-beams. (Where sub
beams run continuous over the main beams, only the extreme ends
are released)
* This is because ETABS uses a duel model approach: the one we model is the
‘physical model’. On clicking the Analysis button, ETABS, in background, builds a
an ‘analysis model’ (ie., it’s corresponding Finite Element model) which it uses for
analysis. This model will have the primary beams split and nodes introduced to
connect the secondary beams.
30. 30 30
Modeling Framed Structure
Toilets:
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
31. 31 31
Modeling Framed Structure
Toilets:
• Toilet slabs are sunk from the floor level (to
accommodate outlet pipes. The portion is then filled
with lean or brick concrete. The depth of sinking is:
• 30 cm for European styled water closets and
• 45 cm for Indian styled water closets
• 20 cm for bath rooms
• The beams separating the sunken slab from floor slabs
should bee deep enough to accommodate the floor slab
as well as the sunken slab
Analysis & Design of an RC Building in STAAD.Pro & ETABS Presented by Rahul Leslie
35. 35 35
Supports:
For Shallow Footings and Pile Foundations
Footing Pile
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
36. 36 36
Supports:
For Shallow Footings and Pile Foundations
Footing
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
37. 37 37
Supports:
For Shallow Footings and Pile Foundations
Pile
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
38. 38 38
Supports:
For Shallow Footings and Pile Foundations
• For shallow foundation, plinth beams will be at plinth
level above ground (GL), while support point is located
at founding level below GL.
• For pile foundation, the support point is located at top
of pile cap, which is at a level 30 cm below GL.
• The grade beams will also be at the pile cap level (connecting
support points in the model).
• Thus the GF columns will have a ht. = storey ht. + plinth ht. +
depth of pile cap below GL
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
39. 39 39
Supports:
For Shallow Footings and Pile Foundations
Footing Pile
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
42. 42
Modeling Framed Structure
Slabs:
• Floor slabs are not structurally modeled – the
load on the slab (its self wt., finishes, live load,
etc.) are applied as 2-way distribution on to its
supporting beams
• In STAAD.Pro this is done by the 2-way
distribution ‘Floor Load’ facility
• In ETABS, this is done by defining a floor object
‘membrane element’ in place of the slab, with loads
on it. The membrane converts it to 2-way
distribution.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
44. 44
Coordinate System
Global system
GX
GY
GZ
Rotational directions (MX, MY
and MZ) are defined as:
When looking through the axis to
the origin, anticlockwise is +ve
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
45. 45
Coordinate System
Local system for beams
GX
GY
GZ
X
Y
Z
X
Y
Z
Rotational directions (MX, MY
and MZ) are defined as:
When looking through the axis
towards origin, anticlockwise is
+ve.
Presented by Rahul Leslie
Rotational directions MY and
MZ are about local Y and Z
Analysis & Design of an RC Building in STAAD.Pro & ETABS
46. 46
Coordinate System
Local system for plates
Rotational directions MX and
MY are along local X and Y
XY
Z
Direction Z is towards
that side from which the
nodes i, j, k, l in order
appear anti-clockwise
k
j
i
l
Direction X is parallel to
i-j, and directed from i
end to j end.
Direction Y is
perpendicular to X
direction, and directed
from j end to k end.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
47. 47
Global & Local Coordinate Systems
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
48. 48
Global & Local Coordinate Systems
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
49. 49
Coordinate labels in STAAD.Pro & ETABS
Presented by Rahul Leslie
As shown in
previous slides
STAAD.Pro ETABS
Analysis & Design of an RC Building in STAAD.Pro & ETABS
50. 50
Loading
STAAD.Pro and ETABS have facilities for:-
• Self-weight (Gravity load of elements)
• Nodal loads (eg. Loads of Trusses)
• Beam loading for Uni. Distr. loads, Uni. Vary. loads,
Concentrated loads, etc.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
51. 51
Beam Loading
Along local X, Y, Z
(-ve Y shown)
Along global GX, GY,G Z
(-ve GY shown)
Along projected PX, PY, PZ
(-ve GY shown)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
52. 52
Slab load on Beams
In addition, almost all packages have facility to distribute
floor loads on to the supporting beams directly (without
modeling the slabs as elements)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
53. 53
Modeling Framed Structure
Slabs:
• RCC Shell roofs (like domes, hyperbolic
parabolas, cylindrical roofs, etc) and pitched
roofs without skeletal beams are modeled using
shell elements
• Flat slabs and flat plates are modeled using
plate elements.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
54. 54
Modeling Framed Structure
Slabs:
For RCC pitched roofs with skeletal beams:
• In STAAD.Pro this is done by a special Floor Load
distribution facility
• In ETABS, this is done by modeled using shell
elements.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
55. 55 55
Modeling Framed Structure
Walls:
• Masonry walls are not modeled, but its weight
applied as a UDL on its supporting beams.
• No deductions are made for window or door
openings, nor additions made for lintels.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
57. 57 57
Modeling Framed Structure
Walls:
• Masonry walls are not modeled, but its weight
applied as a UDL on its supporting beams
• No deductions are made for window or door
openings, nor additions made for lintels
• Shear walls are modeled using plate elements
• Surface elements in STAAD
• Wall elements in ETABS
• Retaining walls cast monolith with the structure
may be modeled using plate elements
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
58. 58
Modeling Framed Structure
Stairs:
• Stairs are usually not modeled, instead their
load applied as a UDL on its supporting beams
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
60. 60 60
Modeling Framed Structure
Foundation:
• Pile and Raft foundations are modeled as fixed
support.
• Isolated footings are modeled as fixed or
pinned, depending on the SBC & Nature of soil
at founding depth
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
61. 61
Concrete
• fck = 20 N/mm2
• E = 5000 √(fck) = 22360.68 N/mm2
• Poisson’s ratio = 0.2
• Density = 25 kN/m3
Material Properties
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
62. 62
Loads
Dead Load (IS:875 part 1):
• Slabs (10 cm) :
• STAAD: 0.1x25+1.25 = 3.75 kN/m2
(SelfWt: 0.1x25=2.5 kN/m2
)
• ETABS : 1.25 kN/m2
• Toilet slabs :
• Indian closet: 0.45x20 = 9 kN/m2
, + SelfWt (for STAAD)
• Euro. closet: 0.3x20 = 6 kN/m2
, + SelfWt (for STAAD)
• Roof slabs : 2.0 kN/m2
, + SelfWt (for STAAD)
• Walls (23 cm brick, with 40 cm beam overhead) :
(3.6 - 0.4)x0.23x20 = 14.72 kN/m
• Sun shade projection (60 cm wide, 7.5 cm average
thickness): 0.6x0.075x25 = 1.13 kN/m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
65. 65
Loads
Dead Load (IS:875 part 1):
• Stairs
• Total = 5.59 + 1.5 + 0.75 = 7.84 kN/m2
• Load on beams (4.57 m span) = 4.57x7.84/2 = 17.92
kN/m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
66. 66
Loads
Live Load (IS:875 part 2):
BUSINESS AND OFFICE BUILDINGS:-
• Office/Conference: 2.5 kN/m2
• Stores: 5 kN/m2
• Dinning: 3 kN/m2
• Toilet: 2 kN/m2
• Corridors/Stairs: 4 kN/m2
• Roof: 1.5 kN/m2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
67. 67 67
Loads
Live Load (IS:875 part 2):
• Stairs
• Live Load = 4 kN/m2
• Load on beams (4.57 m span)
= 4x8.59/2 = 17.18 kN/m
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
68. 68
Loads
Live Load (IS:875 part 2):
• Water tank on slab (5000 lts):
5000 lts = 5 m3
=50 kN
Load = 50/(3.45x1.93) = 7.51 kN/m2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
69. 69
Loads
Load Combination for Design
• 1.5 x Dead Load + 1.5 x Live Load
Load Combination for Foundation
• 1.0 x Dead Load + 1.0 x Live Load
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
74. 74
RCC Design
Parameters specified
• Load case used =
1.5 Dead Load + 1.5 Live Load
• Code = IS 456 : 2000
• fck = 20 N/mm2
• fy(main) = 415 N/mm2
• fy(shear) = 415 N/mm2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
75. 75
Model with initial cross
sectional dimensions
Run Analysis
and design
Check design
results
Are design
results okay?
Finish
Modify cross sectional
dimensions/Layout
Yes
No
Design cycle for RC Structures
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
77. 77
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
============================================================================
B E A M N O. 142 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 1930.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 482.5 mm 965.0 mm 1447.5 mm 1930.0 mm
----------------------------------------------------------------------------
TOP 188.88 173.83 173.83 173.83 173.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 0.00 0.00 0.00 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Beam Design Output of STAAD.Pro
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
78. 78 78
Presented by Rahul Leslie
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Analysis & Design of an RC Building in STAAD.Pro & ETABS
79. 79
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 6-12í 2-12í 2-12í 2-12í 6-12í
REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 2-12í 2-12í 4-12í 2-12í 2-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM START SUPPORT
VY = 74.90 MX = -0.90 LD= 3
Provide 2 Legged 8í @ 120 mm c/c
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM END SUPPORT
VY = -79.08 MX = -0.90 LD= 3
Provide 2 Legged 8í @ 120 mm c/c
============================================================================
80. 80
============================================================================
B E A M N O. 141 D E S I G N R E S U L T S
M20 Fe415 (Main) Fe415 (Sec.)
LENGTH: 4570.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 584.24 0.00 0.00 0.00 645.83
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
BOTTOM 0.00 173.83 429.94 173.83 0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------
Continued...
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
81. 81
...Continued
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------------------
SECTION 0.0 mm 1142.5 mm 2285.0 mm 3427.5 mm 4570.0 mm
----------------------------------------------------------------------------
TOP 6-12í 2-12í 2-12í 2-12í 6-12í
REINF. 2 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 2 layer(s)
BOTTOM 2-12í 2-12í 4-12í 2-12í 2-12í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í
REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c
----------------------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM START SUPPORT
VY = 74.90 MX = -0.90 LD= 3
Provide 2 Legged 8í @ 120 mm c/c
SHEAR DESIGN RESULTS AT 540.0 mm AWAY FROM END SUPPORT
VY = -79.08 MX = -0.90 LD= 3
Provide 2 Legged 8í @ 120 mm c/c
============================================================================
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
82. 82 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
83. 83
Asv/Sv = 0.356
Asv = 2Leg, #8 = 100.53
.:Sv = 100.53 / 0.356 = 282 mm c/c
Provide 2L#8@180 mm c/c
84. 84 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
85. 85
Detailing as per SP 34
(Sample beam)
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
86. 86 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
91. 91 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
92. 92
SBC = 160 kN/m2
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
93. 93 93
Footing Design
• Further adjust size of footing considering
support moments
Zz
Mz
Zx
Mx
A
P
p ++
×
=
1.1
SBCp <
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
94. 94
Provide combined
footing for these
columns
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
95. 95 Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
96. 96 96
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
97. 97 97
Pile Capacity = 750 kN
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
98. 98 98
Pile Design
• Further check no. of piles, considering support
moments
Iz
dx
Mz
Ix
dz
Mx
n
P
p ii
i ++
×
=
2.1
∑= 2
dzIx
∑= 2
dxIz
.PileCappi <
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
99. 99 99
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
101. 101 101
Concluding remarks
• To use a software package, one has to know it
• More importantly, one has to know its limitations,
• Still more important, one has to know its pitfalls.
• Software Demonstrators/Instructors may tell you the
limitations, but not the pitfalls. Mostly it can be learned
only through experience.
• They are also fond of promoting the idea that “The
software does everything; You don’t have to know
anything!”. Please don’t take the software for granted.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
102. 102 102
Concluding remarks
• A basic understanding of FEM is desirable (but not
necessary), especially when flat-slabs, shear walls or shell
roofs are included.
• Also one has to know the code provisions, and have them
ready reference (IS:456, SP-34, IS:875 Part-I & II,
IS:1904, IS:2911)
• For seismic design, refer to IS:1893 & IS:13920 and to
include wind forces, refer to IS:875 Part-III.
Presented by Rahul LeslieAnalysis & Design of an RC Building in STAAD.Pro & ETABS
103. 103 103
To be continued with
Seismic Analysis/Design of Multi-storied RC Buildings using
STAAD.Pro
& ETABSaccording to IS:1893-2002
*
Rahul Leslie
rahul.leslie@gmail.com
* http://www.slideshare.net/rahulleslie/seismic-analysisdesign-of-multistoried-rc-buildings-using-
staadpro-etabs-according-to-is18932002-rahul-leslie