This document discusses nonlinear static (pushover) analysis for assessing structural capacity against seismic actions. It provides an overview of key aspects of pushover analysis including:
1. Converting the response of a multi-degree of freedom system into an equivalent single-degree of freedom system for comparison to demand spectra.
2. Defining the capacity curve from the pushover analysis and establishing a bilinearized equivalent curve for demand evaluation.
3. Evaluating demand based on the equivalent linear system period and comparing displacements and ductility demands to the system capacity to determine safety.
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.
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.
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.
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.
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.
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.
Push over analysis-technique - التحليل اللاخطي الزلزالي والمفصل اللدنDr.Youssef Hammida
for performance-based design of building frameworks subject to earthquake loading.
The technique is based on the conventional displacement method of elastic analysis.
Through the use of a ‘plasticity-factor’ that measures the degree of plasticization
the standard elastic and geometric stiffness matrices for frame elements (beams,
columns, etc.)
are progressively modified to account for nonlinear elastic–plastic behavior
under constant gravity loads and incrementally increasing lateral loads.
The behavior model accounts for material inelasticity due to both single and combined
stress states, and provides the ability to monitor the progressive plasticization of frame
elements and structural systems under increasing intensity of earthquake ground motion
- -دراسة تحليلة لاخطية تظهر تطور دخول اطارات المنشأ
من المرحلة المرنة الى اللدنة
- مع ثبات الوزن الميت- والتغير التدريجي للحمولات الزلزالية - مقابل التغيرات والانتقالات
وتشكل وتموضع المفاصل اللدنة وذلك بعد الانتهاء من التحليل
وتصميم مقاطع وتسليح العناصر
كن push overغير معتمدة من الكودات في الوقت الحاضر
ويكفي العمل وفق ما جاء في الكود لتحديد موقع المفصل
عض الكودات حددت مواقع المفصل اللدن على الواقع للمنشأ
حيث يمكن تطبيق اشتراطات المقطع المتشقق ومتطلبات تشكل
المفصل اللدن في هذه الأماكن؛
-1جميع كمرات الاطارات وعلى كامل ارتفاع البناء وعلى اطراف عقدة الوصل
بين العامود والكمرة في حال الإطار الخاص ومقاوم للعزوم
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
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
Progressive collapse is the result of a localized failure of one or two structural elements that lead to a steady progression of load transfer that exceeds the capacity of other surrounding elements, thus initiating the progression that leads to a total or partial collapse of the structure. The present study is to evaluate the behavior of G+8 reinforced concrete building subjected to potential collapse. The reinforced concrete structure is analyzed by Pushover Analysis using ETABS Software. It shows the maximum storey displacement and a maximum storey drift values of the components are studied. And the potential of the progressive collapse is determined.
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.
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 !
DESIGN AND ANALYSIS OF MULTI STORIED STRUCTURES USING STATIC NON LINEAR ANALYSISIjripublishers Ijri
In plan during the seismic excitation using nonlinear static analysis (pushover) have been performed on the
same structure. The literature pertaining to pushover analysis is reviewed. The pushover analysis adopted
in the present study is on similar lines with the procedure presented by Ashraf Habibullah and Stephen
Pyle using ETABS V 9.7 structural analysis software. The effect of earthquake force in a idealized G+4 story
building under maximum earthquake zone, with the help of pushover analysis has been investigated and
the results were compared in terms of base shear, displacement, spectral acceleration, spectral displacement
and effective damping and effective time period .to strengthen the symmetric and un symmetric RCC
framed buildings` steel braces are included by using retrofitting method.
Introduction to back analysis;
Definition- Back analysis;
Historical Review- back analysis;
Factors affecting back analysis;
Steps to perform back analysis;
Solved numerical for demonstration of back analysis;
Practical Problems and limitations of back analysis;
Advantages of back analysis
How to make back analysis accurate?;
Concluding remarks;
Selected References; back analysis procedure;
Back analysis in slope stability problems
Push over analysis-technique - التحليل اللاخطي الزلزالي والمفصل اللدنDr.Youssef Hammida
for performance-based design of building frameworks subject to earthquake loading.
The technique is based on the conventional displacement method of elastic analysis.
Through the use of a ‘plasticity-factor’ that measures the degree of plasticization
the standard elastic and geometric stiffness matrices for frame elements (beams,
columns, etc.)
are progressively modified to account for nonlinear elastic–plastic behavior
under constant gravity loads and incrementally increasing lateral loads.
The behavior model accounts for material inelasticity due to both single and combined
stress states, and provides the ability to monitor the progressive plasticization of frame
elements and structural systems under increasing intensity of earthquake ground motion
- -دراسة تحليلة لاخطية تظهر تطور دخول اطارات المنشأ
من المرحلة المرنة الى اللدنة
- مع ثبات الوزن الميت- والتغير التدريجي للحمولات الزلزالية - مقابل التغيرات والانتقالات
وتشكل وتموضع المفاصل اللدنة وذلك بعد الانتهاء من التحليل
وتصميم مقاطع وتسليح العناصر
كن push overغير معتمدة من الكودات في الوقت الحاضر
ويكفي العمل وفق ما جاء في الكود لتحديد موقع المفصل
عض الكودات حددت مواقع المفصل اللدن على الواقع للمنشأ
حيث يمكن تطبيق اشتراطات المقطع المتشقق ومتطلبات تشكل
المفصل اللدن في هذه الأماكن؛
-1جميع كمرات الاطارات وعلى كامل ارتفاع البناء وعلى اطراف عقدة الوصل
بين العامود والكمرة في حال الإطار الخاص ومقاوم للعزوم
Coupling Beams Design in High-Rise Core-Wall Structures
Shear wall structures are most important lateral-force-resisting-systems that have been shown to be
very efficient in resisting seismic loads. But previous earthquake damages showed that the coupling
beams were easily damaged in the earthquake and it was often used as an energy dissipation part in structures.
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
Progressive collapse is the result of a localized failure of one or two structural elements that lead to a steady progression of load transfer that exceeds the capacity of other surrounding elements, thus initiating the progression that leads to a total or partial collapse of the structure. The present study is to evaluate the behavior of G+8 reinforced concrete building subjected to potential collapse. The reinforced concrete structure is analyzed by Pushover Analysis using ETABS Software. It shows the maximum storey displacement and a maximum storey drift values of the components are studied. And the potential of the progressive collapse is determined.
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.
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 !
DESIGN AND ANALYSIS OF MULTI STORIED STRUCTURES USING STATIC NON LINEAR ANALYSISIjripublishers Ijri
In plan during the seismic excitation using nonlinear static analysis (pushover) have been performed on the
same structure. The literature pertaining to pushover analysis is reviewed. The pushover analysis adopted
in the present study is on similar lines with the procedure presented by Ashraf Habibullah and Stephen
Pyle using ETABS V 9.7 structural analysis software. The effect of earthquake force in a idealized G+4 story
building under maximum earthquake zone, with the help of pushover analysis has been investigated and
the results were compared in terms of base shear, displacement, spectral acceleration, spectral displacement
and effective damping and effective time period .to strengthen the symmetric and un symmetric RCC
framed buildings` steel braces are included by using retrofitting method.
Introduction to back analysis;
Definition- Back analysis;
Historical Review- back analysis;
Factors affecting back analysis;
Steps to perform back analysis;
Solved numerical for demonstration of back analysis;
Practical Problems and limitations of back analysis;
Advantages of back analysis
How to make back analysis accurate?;
Concluding remarks;
Selected References; back analysis procedure;
Back analysis in slope stability problems
Capacity Spectrum Method for RC Building with Cracked and Uncracked SectionIOSR Journals
one of the most widespread procedures for the assessment of building behavior, due to earthquake, is the Capacity Spectrum Method (CSM). In the scope of this procedure, capacity of the structure compares with the demands of earthquake ground motion on the structure. The capacity of the structure is represented by a nonlinear force-displacement curve, referred to as a pushover curve. The base shear forces and roof displacements are converted to equivalent spectral accelerations and spectral displacements, respectively, by means of coefficients that represent effective modal masses and modal participation factors. These spectral values define the capacity spectrum. The demands of the earthquake ground motion are represented by response spectra. A graphical construction that includes both capacity and demand spectra, results in an intersection of the two curves that estimates the performance of the structure to the earthquake. In this study, for determination of the performance levels, G+10 R.C.C. Building with cracked and uncracked section were taken. The structural Capacity of cracked and uncracked section compared with performance point value, which shows the structural capacity of building having cracked section is lesser than the uncracked section. Different modeling issues were analyzed to study the effect on Capacity of the structure with cracked and uncracked section for different position of Shear wall.
STRUCTURAL RELIABILITY ASSESSMENT WITH STOCHASTIC PARAMETERSP singh
The performance of a structure [23] is assessed by its safety [1], serviceability [1] and economy [1]. Since we do not know the exact details of loads [4] acting on a structure at any time, there is always some uncertainty about the total loads on structure. Thus random variables (means stochastic variable) of loads and other parameters are the main criteria of design variables [18]. They vary with space and time. The input variables is never certain and complete. The safety factor provided in the existing codes and standers primarily based on practice, judgment and experience, may not be adequate and economical. Using the techniques presented earlier, we can design or analyze individual members in the contest of structural reliability [2][3][22][24]. However we are not examined how the system performs [23] or how to calculate the reliability of the structure as a whole.
STRUCTURAL RESPONSE CONTROL OF RCC MOMENT RESISTING FRAME USING FLUID VISCOUS...IAEME Publication
Frequent earthquakes round the globe and large no of structures vulnerable to it have
necessitated the need for structural response control to gain pace in application around the
globe. This paper discusses the use and effectiveness of one such device, fluid viscous dampers,
for response control of structures and to reduce damping demand on structural system. In this
paper a non-linear time history analysis has been carried out on a 3D model of a 12 story RCC
MRF building using 3-directional synthetic accelerogram. Two different cases of building
models with and without supplemental damping have been analyzed using ETABS. The story
responses in terms of absolute maximum displacement and story drift have been compared.
Time history response plots for the two models have also been compared for various responses
viz. roof displacement and acceleration, base shear and story shear forces, along with the
various energy components and damping behavior. The results of the time history analysis are
in close conformation with previous investigations and represent the effectiveness of dampers
in improving the structural response as well as damping demand on structural systems
Shock Simulation of the Optics Mirror Assembly By Numerical MethodIJERA Editor
Satellite faces many extreme types of loading throughout their life time from the harsh launch environment to
the critical space environment. Launch load mainly dynamic is the main design concern for space structure.
Shocks are the one of the most critical dynamic load occurs in spacecraft. Optics Mirror Assembly (OMA) is
used in the telescope of the satellite. The telescope performance relies on dimensional control & the geometric
positioning of the mirror, pointing accuracy and controlled surface deformation of the mirror; Mirror fixation
device (MFD) is used for controlling all these factors. It should not distort due to launch loads mainly shocks as
well as loads during operation of the telescope. In the present work an attempt has been made to perform
experimental and computational analysis of the shock load on Optics Mirror Assembly.
The FE modal for Shock Analysis purpose has been analysed with a specific Linear Transient Response
Analysis in order to obtain the time history of acceleration in several output points. The analysis has been
conducted over the time interval 0 to 62 ms and frequency band between 10 - 10 KHz. In order to verify the
feasibility and reliability of the numerical (Implicit Finite Element Code, Nastran) analysis, the numerical
results obtained by Nastran have been compared with those obtained experimentally in the form of SRS. The
overall outcome of the simulation method has proven its reliability in simulating Satellite payloads subjected to
shocks.
International Refereed Journal of Engineering and Science (IRJES)irjes
International Refereed Journal of Engineering and Science (IRJES) is a leading international journal for publication of new ideas, the state of the art research results and fundamental advances in all aspects of Engineering and Science. IRJES is a open access, peer reviewed international journal with a primary objective to provide the academic community and industry for the submission of half of original research and applications
International Refereed Journal of Engineering and Science (IRJES)irjes
International Refereed Journal of Engineering and Science (IRJES) is a leading international journal for publication of new ideas, the state of the art research results and fundamental advances in all aspects of Engineering and Science. IRJES is a open access, peer reviewed international journal with a primary objective to provide the academic community and industry for the submission of half of original research and applications
SEISMIC PROTECTION OF RC FRAMES USING FRICTION DAMPERSIAEME Publication
The increasing infrastructural growth incurs large investments and large section of society
being served by them, it is necessary to make them safer against earthquakes and let people
feel confident in their structures. The need for structural response control has gained pace in
application around the globe. This paper discusses the use and effectiveness of one such
device, friction dampers, for response control of structures. In this paper a non-linear time
history analysis has been carried out on a 3D model of a 12 story RCC MRF building using 3-
directional synthetic accelerogram. Two different cases of building models with and without
friction dampers have been analyzed using ETABS. The response of the structure to seismic
excitation in terms of absolute maximum displacement and story drift has been compared.
Time history response plots have also been compared for various responses viz. roof
displacement and acceleration, base shear and story shear forces, along with the various
energy components and damping behavior. The results of the time history analysis are in close
conformation with previous investigations and represent the effectiveness of dampers in
improving the structural response as well as damping demand on structural systems.
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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.
Automobile Management System Project Report.pdfKamal Acharya
The proposed project is developed to manage the automobile in the automobile dealer company. The main module in this project is login, automobile management, customer management, sales, complaints and reports. The first module is the login. The automobile showroom owner should login to the project for usage. The username and password are verified and if it is correct, next form opens. If the username and password are not correct, it shows the error message.
When a customer search for a automobile, if the automobile is available, they will be taken to a page that shows the details of the automobile including automobile name, automobile ID, quantity, price etc. “Automobile Management System” is useful for maintaining automobiles, customers effectively and hence helps for establishing good relation between customer and automobile organization. It contains various customized modules for effectively maintaining automobiles and stock information accurately and safely.
When the automobile is sold to the customer, stock will be reduced automatically. When a new purchase is made, stock will be increased automatically. While selecting automobiles for sale, the proposed software will automatically check for total number of available stock of that particular item, if the total stock of that particular item is less than 5, software will notify the user to purchase the particular item.
Also when the user tries to sale items which are not in stock, the system will prompt the user that the stock is not enough. Customers of this system can search for a automobile; can purchase a automobile easily by selecting fast. On the other hand the stock of automobiles can be maintained perfectly by the automobile shop manager overcoming the drawbacks of existing system.
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.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
COLLEGE BUS MANAGEMENT SYSTEM PROJECT REPORT.pdfKamal Acharya
The College Bus Management system is completely developed by Visual Basic .NET Version. The application is connect with most secured database language MS SQL Server. The application is develop by using best combination of front-end and back-end languages. The application is totally design like flat user interface. This flat user interface is more attractive user interface in 2017. The application is gives more important to the system functionality. The application is to manage the student’s details, driver’s details, bus details, bus route details, bus fees details and more. The application has only one unit for admin. The admin can manage the entire application. The admin can login into the application by using username and password of the admin. The application is develop for big and small colleges. It is more user friendly for non-computer person. Even they can easily learn how to manage the application within hours. The application is more secure by the admin. The system will give an effective output for the VB.Net and SQL Server given as input to the system. The compiled java program given as input to the system, after scanning the program will generate different reports. The application generates the report for users. The admin can view and download the report of the data. The application deliver the excel format reports. Because, excel formatted reports is very easy to understand the income and expense of the college bus. This application is mainly develop for windows operating system users. In 2017, 73% of people enterprises are using windows operating system. So the application will easily install for all the windows operating system users. The application-developed size is very low. The application consumes very low space in disk. Therefore, the user can allocate very minimum local disk space for this application.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
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1. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Nonlinear Static Analysis (Pushover)
2. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
It is an engineering technique for assessing structural capacity against seismic actions in nonlinear field
Capacity should not be strictly synonymous with resistance but, more in general, we intend displacement
capacity or structural ductility with respect to a request from the earthquake (Limit State)
It is a technique based on some simplified assumptions and approximations therefore it can be used in
specficic cases
It can be a very useful tool to make a judgment on the vulnerability of structures or the effectiveness of
retrofitting interventions
Non-Linear Static Analysis - PUSHOVER
3. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Non-Linear Static Analysis - PUSHOVER
What does it consist of?
Base shear
Top displacement
V (Base Shear)
δδδδ
Capacity curve
δδδδ (Top displacement)
δδδδu
Vmax
Application of a profile of forces or displacements monotonically increasing
Evaluation at every step of base shear and the corresponding top displacement and definition of a V-δ curve called a
capacity curve
Conversion of the capacity curve of the MDOF system into an equivalent SDOF capacity curve and check in terms of
displacement (or ductility) compared to the demand from inelastic spectra
Forcesprofile
1
2
3
4. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Model Nonlinearity
σσσσ
The model has to evolve during the analysis in order to capture the damage associated
with the nonlinear response of materials
MODELING OF MECHANICAL NONLINEARITY
(in frame structures)
NON-LINEARITY OF MATERIAL
εεεε
εεεε
σσσσ
εεεε
σσσσ
CONCRETE Steel
Elastic stage Inelastic stage
Plastic Hinge models (concentrated plasticity)
Fiber section models (distributed plasticity)
5. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Sample of nonlinear step-by-step response
(example with concentrated plasticity)
Safety Assessment and Retrofitting of Existing Structures and Infrastructures
NL MODELLING OF RC FRAME STRUCTURES F. Di Trapani
(1) (2)
Myb
Myb
V1 V2
(3)
Myb
V3
Myb
Myc Myc
F1 F2 F3
(4)
V4=V3
Myc Myc
F4=F3
F1 δδδδ1 δδδδ2 δδδδ3 δδδδ4
Myb
Myb
OVERALL RESPONSEOVERALL RESPONSE
Base Shear
δδδδ
1
2
3 4
V2
V3=V4
V1
δδδδ3 δδδδ4δδδδ2δδδδ1
Top Displacement
M
Myb (Beams)
Myc (Columns)
δδδδ
ΘΘΘΘ
V
Sequence of formation
of plastic hinges during
the analysis and
associated deformed
shapes.
Sequence of formation
of plastic hinges during
the analysis and
associated deformed
shapes.
6. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
V
δδδδ Newton - Raphson Algorithm
R-F=U
Error
Iterations are carried out as long as the
error is less than the established tolerance
First iteration
Displacement to
first iteration
Determination of nonlinear response
Error on first
iteration )K(δK =
110 FδK = 11 UFR =−
221 FδK = 22 UFR =−
Forces within the
first iteration
)U() ∆δK(δF =
Load
increment
LINEAR Response
KδF =
NON LINEAR Response
equilibrium is rewritten every time as a
function to the evolution of K
The stiffness matrix updated during the analysis. The
determination of the nonlinear response is an iterative
procedure. In most cases Newton-Raphson algorithm is used.
7. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Hypotheses for Uni-Modal Non-Adaptive (Pushover)
Lateral forces profile or displacements is monotonically increasing (the actual forces are cyclic)
The force profile is proportional to the first mode (first mode should have large participating mass ratio)
The lateral force profile has fixed shape and increases only in amplitude (the actual force profile varies with the
modification of the stiffness matrix)
1
2
3
Non-Linear Static Analysis
The capacity curve of the MDOF system should be converted into an equivalent SDOF capacity curve in order to do
safety checks using spectra (which are defined for SDOF systems)
4
Adaptive
(Hp. 3 is removed)
Pushover Analysis
Non-Adaptive
Multi-modal (Hp. 2 is removed)
Pushover Analysis
Uni-modal
General Framework for Pushover analysis
8. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Evaluation of the Capacity Curve
9. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
m1
m2
m3
gx&&&&&& Mτ)xR(x,xCxM −=++
gx&&
The linear term Kx and replaced by a nonlinear term representing
inelastic restoring forces
x3(t)
x2(t)
x1(t)
Transforming the MDOF system equation into an equivalent SDOF system equation
Assumptions of load profile shape
R
x
Equation of the motion for a nonlinear MDOF system
4
2
gx&&&&&& Mτ)xR(x,xCxM −=++
Introduction of Hypotheses
10. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Transforming the MDOF system equation into an equivalent SDOF system equation4
=
3
2
1
333231
232221
131211
3
2
1
y
y
y
x
x
x
ΦΦΦ
ΦΦΦ
ΦΦΦ
Φyx =
gx&&&&&& Mτ)xR(x,xCxM −=++
Eigenvector first mode1Φ
=
=
111n
1121
1n
21
11
1
/ΦΦ
...
/ΦΦ
1
Φ
...
Φ
Φ
Φ It is chosen for convenience of normalizing
it with respect to the top displacement
g11111111 xyyyy &&&&&& Mτ)Φ,R(ΦCΦMΦ −=++
11 yΦx =
11. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Introducing the Load Profile Shape (Modal Profile)2
g11111111 xyyyy &&&&&& Mτ)Φ,R(ΦCΦMΦ −=++
Vector of restoring forces
Vector of equivalent static
forces=
F3
F1
F2
In addition, since:
11 yKΦKxF ==
11
2
111
2
1 yy MΦMΦF ωω ==
It is assumed that the non-linear relationship between restoring forces and displacements is determined
through the application of a force profile F of the same shape as what you would have in the linear field
1
2
11 MΦKΦ ω=
=
1nn
212
111
Φm
...
Φm
Φm
λF
111 Φm
212 Φm
313 Φm
×λ
R F
F3
F2
F1
Force profile final form
12. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
g
T
11
2
11
T
111
T
111
T
1 xyyy &&&&& MτΦMΦΦCΦΦMΦΦ −=++ ω
g11111111 xyyyy &&&&&& Mτ)Φ,R(ΦCΦMΦ −=++
The expression of R is replaced and both members multiply by T
1Φ
It is the equation of a non-linear SDOF system
1
T
1
T
1
1
MΦΦ
MτΦ
=Γ
1
1
1
y
D
Γ
=
MτΦT
1
*
m =
g1
2
1111 xDD2D &&&&& −=++ ωξω
§C 7.3.5 (Circ. 2019)
§C 7.3.4.2 (Circ. 2019)
Conversion of the MDOF system into the equivalent SDOF system in the case of modal force profile2-4
The modal
participation factor is:
Assuming the variable
D1 as:
The equivalent SDOF system is obtained by the scaling factor Γ1
(first modal participation factor with the eigenvector normalized at the top)
The mass of the equivalent SDOF is:
13. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
1
b* F
F
Γ
=
1Γ
cd
bF
*
d
1
c* d
d
Γ
=
Fb
dc
§C 7.3.4.2 (Circ. 2009)MDOF SYSTEM CAPACITY CURVEMDOF SYSTEM CAPACITY CURVE
EQUIVALENT SDOF CAPACITY CURVEEQUIVALENT SDOF CAPACITY CURVE
*
F
Conversion of the MDOF system into the equivalent SDOF system in the case of modal force profile2-4
PUSHOVER ANALYSISPUSHOVER ANALYSIS
Equivalent SDOF responseMDOF Response
14. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Uniform profile
In order to consider a different possible modification of lateral forces as a function of the actual damage (e.g. damage
localized at the lower floors) another analysis with is typically performed using a force profile that is typically proportional to
floor accelerations and then to the floor masses. This is typically called uniform profile.
m3
m1
m2
Amplifies demand to lower floors
dc
Fb
Uniform
Possible real response
Modal
d*
F*
Uniform
Modal
MDOF
SDOF
15. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Evaluation of the Demand and safety assessment
(N2 Method) – Fajfar 1996
16. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Evaluation of the demand and safety assessment: Identification of the bilinear equivalent SDOF curve
*
F
*
d
*
buF
*
yF
*
buF6.0
*
yd *
ud
*
buF85.0≥
1
bu*
bu
F
F
Γ
=
1
u* d
d
Γ
=
SDOF
BILINEAR
EQUIVALENT
CURVE
The bilinear intersects the capacity curve at 0.6Fbu*
dy* is the yielding displacement associated with Fy*
Safety assessment is carried out by using elastic and inelastic spectra. To determined the demand it is necessary to characterize
the SDOF period T*, Stiffness K* and, reduction factor q*. This can be done by defining a bilinear equivalent curve.
Fy* is determined in such a way
that you get equivalence of the
underlying areas
17. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
*
F
*
d
*
buF
*
yF
*
buF6.0
*
yd *
ud
SDOF
BILINEAR EQUIVALENT
*
k
*
y
*
y*
d
F
k = MτΦT
1
*
m = *
*
*
k
m
2T π=
Stiffness Mass
Period
§C 7.3.6 (Circ. 2019)
Evaluation of the demand and safety assessment : Determination of K* and T*
18. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
==
y
E
F
F
q
The force required to the indefinitely elastic system can be obtained through the elastic spectrum
**
e
*
EE m)T(SFF ==
T
)T(Se
)T(S *
e
*
T
*
y
**
e
*
y
*
E*
F
m)T(S
F
F
q ==
*
yy FF =
The displacement demand will depend on q* and T*
FORCE REQUIRED TO THE ELASTIC SYSTEM
YIELDING FORCE
§C 7.3.4.2(Circ. 2019)
Evaluation of the demand and safety assessment : Determination of the reduction factor q*
Reduction factor
The yielding force is already known
19. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
T*≥TCCASE 1
Equal displacement rule applies
*
F
*
k
*
yF Bilinear
Equivalent
*
max,e
*
max dd =
DISPLACEMENT
CAPACITY
*
d
*
ud
ELASTIC
DISPLACEMENT
DEMAND
INELASTIC
DISPLACEMENT
DEMAND
Evaluation of the demand and safety assessment : Safety checks
≥=
<+−=
)TT(q
)TT(1
T
T
)1q(
C
**
d
C
*
*
c*
d
µ
µ
dµ
*
yd
*
y
*
u
c
d
d
=µ
cd µµ ≤
(q* and T* are known)
≥=
<
+−=
)TT(dd
)TT(1
T
T
)1q(
q
d
d
C
**
max,e
*
max
C
*
*
c*
*
*
max,e*
max
*
y
*
max
d
d
d
=µ
Intermsofductility
*
u
*
max dd ≤
*
ud
Intermsofdisplacements
§C 7.3.4.2(Circ. 2019)
Capacity
Demand
Demand Capacity
)T(Sdd *
De
*
max,e
*
max ==
20. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
T*<TCCASE 2
Evaluation of the demand and safety assessment : Safety checks
≥=
<+−=
)TT(q
)TT(1
T
T
)1q(
C
**
d
C
*
*
c*
d
µ
µ
dµ *
y
*
u
c
d
d
=µ
cd µµ ≤
(q* and T* are known)
≥=
<
+−=
)TT(dd
)TT(1
T
T
)1q(
q
d
d
C
**
max,e
*
max
C
*
*
c*
*
*
max,e*
max
*
y
*
max
d
d
d
=µ
Intermsofductility
*
u
*
max dd ≤
*
ud
Intermsofdisplacements
§C 7.3.4.2(Circ. 2019)
Capacity
Demand
Demand Capacity
*
F
*
k
*
yF Bilinear
Equivalent
ELASTIC
DISPLACEMENT
DEMAND
*
max,ed
DISPLACEMENT
CAPACITY
*
d
*
ud
INELASTIC
DISPLACEMENT
DEMAND
*
maxd
*
maxd
)T(Sd *
De
*
max,e =
*
yd
21. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Evaluation of the demand and safety assessment : Safety checks in the ADRS plan
Elastic spectrum (µ=1)
Inelastic constant ductility spectrum
Bilinear equivalent curve (capacity spectrum)
Elastic spectrum (µ=1)
Inelastic constant ductility spectrum
Bilinear equivalent curve (capacity spectrum)
(acceleration) (acceleration)
(displacement)(displacement)
ay
ae*
S
S
q =
*
*
e*
aeae
m
F
)T(SS ==
*
*
y
ay
m
F
S =
≥=
<+−=
)TT(q
)TT(1
T
T
)1q(
C
**
d
C
*
*
c*
d
µ
µ
dµ
dµ
The safety check can be done graphically by
superimposing the normalized capacity curve
with the constant ductility spectrum for the
requested µd and is satisfied if the
performance point is exceeded.
22. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Determination of Vulnerability indexes (TR=const. Hp.)
Sa
Sa
PGA
PGA
d,g
c,g
d
c
E
⋅
⋅
==ζ
T
)T(Sae
Reference Elastic SpectrumThe PGA demand is associated with the
reference elastic spectrum. It is the spectral
acceleration in correspondence of T=0
The PGA capacity is associated with the seismic
performance of the structure. This can be larger or
lower than the demand, and this means that the
earthquake exactly inducing the limit state is different
and has scaled (up or down) elastic spectrum
The vulnerability indexes, defined by the coefficient ζζζζE are conventionally evaluated by carrying out the ratio between
the PGA capacity and the PGA demand. This ratio can be larger or lower than 1 in the case that the system is satisfying or
not the safety check.
(S= Soil factor)
The PGA of the earthquake inducing the limit state
(LS) is found by imposing the capacity parameters of
the SDOF
Spectrum inducing LS
cPGA
dPGA
23. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Determination of Vulnerability indexes (TR=const. Hp.)
≥=
<+−=
)TT(q~
)TT(1
T
T
)1(q~
C
*
c
*
C
*
c
*
c
*
µ
µ
*
ud *
y
*
u
c
d
d
=µ
Form the bilinear curve of the SDOF has the
following capacities:
Ultimate
displacement
capacity
Ductility
capacity
*
q~
1. Substituting the ductility
capacity into the q-µ-T
relationships one can found the
reduction factor associated with
the current SDOF and the
spectrum of the earthquake
inducing the limit state
≥=
<
+−=
)TT(dd
)TT(1
T
T
)1q(
q
d
d
C
**
max,e
*
max
C
*
*
c*
*
*
max,e*
max
≥=
<
+−
=
)TT(dd
~
)TT(
1
T
T
)1q~(
q~d
d
~
C
**
u
*
max,e
C
*
*
c*
**
u*
max,e
2. Substituting and the elastic
displacement associated with the
spectrum of the earthquake inducing the
limit state is found
*
q~ *
ud
*
max,ed
~
3. Given the proportionality
of spectral ordinated with
respect to PGA one can set:
E
d
c
*
ae
*
ae
*
De
*
De
*
max,e
*
max,e
PGA
PGA
)T(S
)T(S
~
)T(S
)T(S
~
d
d
~
ζ=∝==
T
)T(Sae
*
T
Reference Elastic Spectrum
Spectrum inducing LS
dPGA
dEc PGAPGA ζ=
)T(S
~ *
ae
cPGA )T(S *
ae
4. PGA capacity can be also
found.
24. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Technical code definitions and prescriptions
25. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
NTC 2018 and Circular 2019: Definitions and Prescriptions
Nonlinear static analysis allows to determine the capacity curve of the structure, expressed by the relation Fb-dc, in
which Fb is the shear at the base and dc the displacement of a control point, which for buildings is generally
represented by the center of mass of the last floor. For each limit state considered, the comparison between the
capacity curve and the displacement demand allows to determine the level of performance achieved. To this
end, a structural system equivalent to a degree of freedom is usually associated with the real structural system.
At least two distributions of lateral forces must be
considered (one for each group).
Main distributions (Group 1)
Secondary distributions (Group 2)
26. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
NTC 2018 and Circular 2019: Definitions and Prescriptions
Group 1 – Main Distributions
if the fundamental mode of vibration in the considered direction has a mass participation not less than 75% (60% for
masonry buildings), it applies one of the following two distributions:
- distribution proportional to the static forces referred to in § 7.3.3.2, using as a second distribution the (a) for
Group 2,
- distribution corresponding to a trend of accelerations proportional to the shape of the fundamental mode of
vibration in the direction considered;
in all cases a distribution corresponding to the trend of the horizontal floor forces
acting can be used.
These are calculated in a linear dynamic analysis (Response spectrum analysis), including
in the direction considered a number of modes necessary to achieve a total participating
mass of not less than 85%. The use of this distribution is mandatory if the period
fundamental of the structure is higher than 1.3 TC
F3
F1
F2
=
ii
ii
hi
hw
hw
FF
111 Φm
212 Φm
313 Φm
iii mF Φ=
F
F components are the
combination of modals
forces component according
to combination rules
27. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
a) distribution of forces, deduced from a uniform acceleration trend along the height of the building;
b) b) adaptive distribution, which changes as the displacement of the control point increases as a function of the
plasticization of the structure;
c) multimodal distribution, considering at least six significant modes
NTC 2018 and Circular 2019: Definitions and Prescriptions
Group 2 – Secondary Distributions
ii mF =
m3
m2
m3
28. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
How many analyses to perform in total ?
X
Y CM
Group 1
Center of Mass CM translation +/-5%
for each direction with positive and
negative verse
+Y(+)
-Y(+)
+Y(-)
-Y(-)
+X(-)
+X(+)
-X(+)-X(-)
X
Y CM
Group 2
Center of Mass CM translation +/-5%
for each direction with positive and
negative verse
+Y(+)
-Y(+)
+Y(-)
-Y(-)
+X(-)
+X(+)
-X(+)-X(-)
8 Analysis 8 Analysis
TOTAL 16 ANALYSES
29. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Applicative Example
30. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
CASE STUDY – GEOMETRIC DATA
31. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Bond CLSBOND STEEL
fc=27 MPa
εcu=0,005fy=450 MPa
CASE STUDY – Mechanical data
32. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
MODEL
33. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
MODAL ANALYSIS
Mode 1 Mode 2 Mode 3
T=0,84 s T=0,25 s T=0,13 s
34. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
MODAL ANALYSIS
=
0.0282
0.0549
0.0755
0.0883
1ϕ
=
0.319
0.621
0.855
1
1 nϕ
Participating periods and masses
Eigenvectors first mode
2
kNs27.11 =Γ
Participation CoefficientMasses on the floors
m/kNs55.61m 2
=1
m/kNs55.61m 2
2 =
m/kNs55.61m 2
3 =
m/kNs55.61m 2
4 =
== 2
1ii
1ii
1
T
1
T
1
1
m
m
φ
φ
Γ
MΦΦ
MτΦ
36. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
0
50
100
150
200
250
300
350
400
450
500
0 0,1 0,2 0,3 0,4 0,5
MODALE
UNIFORME
Baseshear[kN]
Top Displacement [m]
UNIFORM
MODAL PROFILE
1° Yield strength 1° Yield strength CollapseCollapse
UNIFORM PROFILE
RESPONSES
Capacity Curves
37. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
0
50
100
150
200
250
300
350
400
0 0,1 0,2 0,3 0,4
Serie1
FXTRI BIL
0
50
100
150
200
250
300
350
400
450
500
0 0,1 0,2 0,3 0,4 0,5
MODALE
UNIFORME
BaseShear[kN]
Top Displacement [m]
CONVERSION TO THE EQUIVALENT SDOF
0
50
100
150
200
250
300
350
400
0 0,1 0,2 0,3 0,4
Serie1
Serie2
Top Displacement [m]
BaseShear[kN]
MDOF SDOF
BaseShear[kN]
Top Displacement [m]
UNIFORM
2
kNs27.11 =Γ
BaseShear[kN]
Top Displacement [m]
MODAL
m/kN6323*k
s99.0*T
m046.0*d
kN290*F
m/kNs4.158*m
y
y
2
=
=
=
=
=
38. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
DEFINITION OF THE DEMAND
39. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
40. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
g31.0*)T(Se
91.0*T
=
=
g28.0*)T(Se
99.0*T
=
=
MODALUNIFORM
T [s]
Se(T)
[g]
41. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Determination of q*
49.1
*F
F
*q
kN328*F
kN04.4914.15881.931.0*m*)T(SeF
91.0*T
y
E
y
E
==
=
=××==
=
UNIFORM
32.1
*F
F
*q
kN328*F
kN4354.15881.928.0*m*)T(SeF
99.0*T
y
E
y
E
==
=
=××==
=
MODAL
42. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
m362.0d
m07.0
6323
435
6323
4.15881.928.0
*k
*m*)T(Se
*d
kNm6323*k
*
u
max
=
==
××
==
=
m361.0d
m065.0
7472
491
7472
4.15881.931.0
*k
*m*)T(Se
*d
kNm7472*k
*
u
max
=
==
××
==
=
Determination of the displacement demand and safety checks
MODAL
T*>TC
CASE 1
*
**
e*
De
*
max
k
m)T(S
)T(Sd ==
Verified!
UNIFORM
Verified!
*
u
*
max dd ≤
43. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Nonlinear Static Analysis: Final Considerations
1. This is an approximate method for assessing the seismic performance of structures with respect to a specified
seismic demand.
2. It is a static method used to simulate the effect of a dynamic action
3. It provides good results and is applicable IF the structure is dominated by a fundamental mode
4. Load profile increases in amplitude but does not change shape even when structure enters nonlinear field
5. To take into account possible oversights arising from this hypothesis, verification is usually required for different
force profiles
6. To perform the checks an equivalent SDOF is identified
7. Checks are performed in terms of ductility or displacements.
44. Safety Assessment and Retrofitting of Existing Structures and Infrastructures
PUSHOVER ANALYSIS F. Di Trapani
Faijfar, P., Gaspersic, P., 1996. The N2 method for the seismic damage analysis of RC buildings, Earthquake Engineering and
Structural Dynamics,25, 31-46.
Peter Fajfar (2000) A Nonlinear Analysis Method for Performance-Based Seismic Design. Earthquake Spectra: August 2000, Vol. 16
Faijfar, P., 1999. Capacity spectrum method based on inelastic demand spectra, Earthquake Engineering and Structural Dynamics,
28, 979-993.
Anil K. Chopra and Rakesh K. Goel (2000). A modal pushover analysis procedure for estimating seismic demands for buildings.
Earthquake Engng Struct. Dyn. 2002; 31:561–582 (DOI: 10.1002/eqe.144)
D.M. 14/01/2008. Nuove Norme tecniche per le costruzioni.
Federal Emergency Management Agency. 2000. FEMA 356 “Prestandard and commentary
for the seismic rehabilitation of buildings”, Washington, D.C., Stati Uniti.
Federal Emergency Management Agency. 2001. FEMA 368 “NEHRP Recommended
provisions for seismic regulations for new buildings and other structures”, Washington,
D.C., Stati Uniti.
ESSENTIAL BIBLIOGRAPHY