This document discusses structural robustness in the context of fire safety structural design. It defines structural robustness as the ability of a structure to exhibit a gradual decrease in structural performance due to negative events without disproportionate damage. The document outlines different collapse types including domino, pancake, zipper, and mixed collapses. It presents design strategies for robustness, including continuity/redundancy and segmentation/compartmentalization. Methods to prevent disproportionate collapse are also discussed, such as alternative load paths, isolation through segmentation, and prescriptive design rules.
Analysis and Capacity Based Earthquake Resistance Design of Multy Bay Multy S...IJERA Editor
Many reinforced concrete (RC) framed structures located in zones of high seismicity in India are constructed
without considering the seismic code provisions. The vulnerability of inadequately designed structures represents
seismic risk to occupants. The main cause of failure of multi-storey reinforced concrete frames during seismic
motion is the sway mechanism. If the frame is designed on the basis of strong column-weak beam concept the
possibilities of collapse due to sway mechanisms can be completely eliminated. In multi storey frame this can be
achieved by allowing the plastic hinges to form, in a predetermined sequence only at the ends of all the beams
while the columns remain essentially in elastic stage and by avoiding shear mode of failures in columns and
beams. This procedure for design is known as Capacity based design which would be the future design
philosophy for earthquake resistant design of multi storey reinforced concrete frames. Model of multi bay multi
storied residential building study were done using the software program ETAB2015 and were analyzed using
non-linear static pushover analysis
Structural robustness analysis of RC frames under seismic and blast chained l...Franco Bontempi
In this paper the structural robustness assessment of concrete frame buildings under blast and under earthquake blast hazard chain scenarios is investigated. A deterministic methodology for connecting
the robustness with the blast hazard intensity and for conducting the robustness analysis under earthquake-triggered blast is presented and applied to a 3D RC frame building by implementing nonlinear time history analyses considering both plastic behavior and large displacements.
A preliminary sensitivity analysis on a 2D frame is conducted to identify the critical analysis
parameters influencing the results. The robustness curves (residual structural capacity versus the level of damage occurring in the structure), evaluated both for the blast-only and for the earthquake-blast chained cases, are compared by considering different explosion locations inside the building (location of the blast-induced structural damage). Results show that neglecting the chained load scenarios would lead to the identification of an erroneous location as critical for the
structural robustness performance.
Progressive collapse analysis in rc structure due to 150513181706pradip patel
Now in the recent time of terrorism, structural engineers require new consideration of terrorist attack in the design standards. Modern day structures pose a unique challenge to designers due to increased terrorist activities. Bomb blasts, vehicular attacks, Arson, Armed based attack all may result into a partial or total collapse of buildings. The work undertaken is an attempt to recognize the behaviour of RC structure under series blast loading. A model of G+4 RC structures has been considered as a progressive collapse analysis. The RC building with effect of series blast loading is analysed by using linear static and dynamic analysis. The present study work will carry out the effective study of different parameters like; different types of explosive charges (5T-5T, 7.5T-7.5T, 10T-10T TNT) at 10 mt. stand-off distance, failure of structure element at storey level and the structure is checked for progressive collapse by using commonly available, widely used software SAP 2000 will utilize for analysis
Numerical analyses for the structural assessment of steel buildings under exp...Franco Bontempi
This paper addresses two main issues relevant to the structural assessment of buildings subjected
to explosions. The first issue regards the robustness evaluation of steel frame structures: a procedure is
provided for computing “robustness curves” and it is applied to a 20-storey steel frame building, describing
the residual strength of the (blast) damaged structure under different local damage levels. The second issue
regards the precise evaluation of blast pressures acting on structural elements using Computational Fluid
Dynamic (CFD) techniques. This last aspect is treated with particular reference to gas explosions, focusing
on some critical parameters (room congestion, failure of non-structural walls and ignition point location)
which influence the development of the explosion. From the analyses, it can be deduced that, at least for the
examined cases, the obtained robustness curves provide a suitable tool that can be used for risk management
and assessment purposes. Moreover, the variation of relevant CFD analysis outcomes (e.g., pressure) due to
the variation of the analysis parameters is found to be significant.
Analysis and Capacity Based Earthquake Resistance Design of Multy Bay Multy S...IJERA Editor
Many reinforced concrete (RC) framed structures located in zones of high seismicity in India are constructed
without considering the seismic code provisions. The vulnerability of inadequately designed structures represents
seismic risk to occupants. The main cause of failure of multi-storey reinforced concrete frames during seismic
motion is the sway mechanism. If the frame is designed on the basis of strong column-weak beam concept the
possibilities of collapse due to sway mechanisms can be completely eliminated. In multi storey frame this can be
achieved by allowing the plastic hinges to form, in a predetermined sequence only at the ends of all the beams
while the columns remain essentially in elastic stage and by avoiding shear mode of failures in columns and
beams. This procedure for design is known as Capacity based design which would be the future design
philosophy for earthquake resistant design of multi storey reinforced concrete frames. Model of multi bay multi
storied residential building study were done using the software program ETAB2015 and were analyzed using
non-linear static pushover analysis
Structural robustness analysis of RC frames under seismic and blast chained l...Franco Bontempi
In this paper the structural robustness assessment of concrete frame buildings under blast and under earthquake blast hazard chain scenarios is investigated. A deterministic methodology for connecting
the robustness with the blast hazard intensity and for conducting the robustness analysis under earthquake-triggered blast is presented and applied to a 3D RC frame building by implementing nonlinear time history analyses considering both plastic behavior and large displacements.
A preliminary sensitivity analysis on a 2D frame is conducted to identify the critical analysis
parameters influencing the results. The robustness curves (residual structural capacity versus the level of damage occurring in the structure), evaluated both for the blast-only and for the earthquake-blast chained cases, are compared by considering different explosion locations inside the building (location of the blast-induced structural damage). Results show that neglecting the chained load scenarios would lead to the identification of an erroneous location as critical for the
structural robustness performance.
Progressive collapse analysis in rc structure due to 150513181706pradip patel
Now in the recent time of terrorism, structural engineers require new consideration of terrorist attack in the design standards. Modern day structures pose a unique challenge to designers due to increased terrorist activities. Bomb blasts, vehicular attacks, Arson, Armed based attack all may result into a partial or total collapse of buildings. The work undertaken is an attempt to recognize the behaviour of RC structure under series blast loading. A model of G+4 RC structures has been considered as a progressive collapse analysis. The RC building with effect of series blast loading is analysed by using linear static and dynamic analysis. The present study work will carry out the effective study of different parameters like; different types of explosive charges (5T-5T, 7.5T-7.5T, 10T-10T TNT) at 10 mt. stand-off distance, failure of structure element at storey level and the structure is checked for progressive collapse by using commonly available, widely used software SAP 2000 will utilize for analysis
Numerical analyses for the structural assessment of steel buildings under exp...Franco Bontempi
This paper addresses two main issues relevant to the structural assessment of buildings subjected
to explosions. The first issue regards the robustness evaluation of steel frame structures: a procedure is
provided for computing “robustness curves” and it is applied to a 20-storey steel frame building, describing
the residual strength of the (blast) damaged structure under different local damage levels. The second issue
regards the precise evaluation of blast pressures acting on structural elements using Computational Fluid
Dynamic (CFD) techniques. This last aspect is treated with particular reference to gas explosions, focusing
on some critical parameters (room congestion, failure of non-structural walls and ignition point location)
which influence the development of the explosion. From the analyses, it can be deduced that, at least for the
examined cases, the obtained robustness curves provide a suitable tool that can be used for risk management
and assessment purposes. Moreover, the variation of relevant CFD analysis outcomes (e.g., pressure) due to
the variation of the analysis parameters is found to be significant.
Descriptive study of pushover analysis in rcc structures of rigid jointYousuf Dinar
ABSTRACT: Structures in mega cities, are under serious threat because of faulty and unskilled design and construction of structures. Sometimes structure designers are more concerned in constructing different load resistant members without knowing its necessity and its performance in the structure. Different configuration of construction may also lead to significant variation in capacity of the same structure. Nonlinear static pushover analysis provides a better view on the performance of the structures during seismic events. This comprehensive research evaluates as well as compares the performances of bare, different infill percentage level, different configuration of soft storey and Shear wall consisting building structures with each other and later depending upon the findings, suggests from which level of performance shear wall should be preferred over the infill structure and will eventually help engineers to decide where generally the soft storey could be constructed in the structures. Above all a better of effects of pushover analysis could be summarized from the findings. Masonry walls are represented by equivalent strut according to pushover concerned codes. For different loading conditions, the performances of structures are evaluated with the help of performance point, base shear, top displacement, storey drift and stages of number of hinges form.
Back-analysis of the collapse of a metal truss structureFranco Bontempi
This paper is organized in two parts. The first one describes a case history of few collapses of metal truss structures designed to be used as entertainment structures for which the structural safety gains therefore much more importance due to the people that can be involved in the collapse. In the second part, a specific case of the collapse of an entertainment structure made by aluminum is taken under study. A back analysis of the collapse of this metal truss structure is developed and produces a flowchart that points out the possible causes that led the structure to the collapse. By means of non linear analyses by Finite Element Model (FEM) the failure sequence of this particular structure is shown and forensic investigation concerning the whole phase of the construction phase is performed, starting from the design one, through the assembling and ending with the rigging phase.
Progressive Collapse Analysis of RC Buildings with consideration of Effect of...ijsrd.com
To study the effect of failure of load carrying elements i.e. columns on the entire structure; 15 storey moment resistant RC buildings is considered. The buildings are modeled and analyzed for progressive collapse using the structural analysis and design software SAP2000. Normally it has been considered only the failure of primary load carrying members like columns, beams, struts, foundations etc. to understand the progressive collapse scenario. This paper involves the effect of slabs in progressive collapse with the failure of column.
Performance Levels of RC Structures by Non-Linear Pushover AnalysisIJERA Editor
In the recent earthquakes in which many concrete structures have been severely damaged or collapsed, have indicated the need for evaluating the seismic adequacy of existing buildings. About 60% of the land area of our country is susceptible to damaging levels of seismic hazard. We can’t avoid future earthquakes, but preparedness and safe building construction practices can certainly reduce the extent of damage and loss. In order to strengthen and resist the buildings for future earthquakes, the behavior of a building during earthquakes depends critically on its overall shape, size and geometry. The nonlinear pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The weak zones in the structure can be examined by conducting this push over analysis and then it will be decided whether the particular part is to be retrofitted or rehabilitated according to the requirement. This method determines the base shear capacity of the building and performance levels of each part of building under varying intensity of seismic force. The results of effects of different plan on seismic response of buildings have been presented in terms of displacement, base shear and plastic hinge pattern
Progressive collapse analysis of reinforced concrete framed structureeSAT Journals
Abstract
The progressive collapse of reinforced concrete structures is initiated when one or more vertical load carrying members are removed
due to man-made or natural hazards. The building’s weight transfers to neighboring columns in the structure, leads to the failure of
adjoining members and finally to the failure of partial or whole structure system. In which the collapsing system continually seeks
alternative load paths in order to survive. In the present study the demand capacity ratio (DCR) of reinforced concrete twelve storey
framed structure are evaluated as per U.S. General Services Administration (GSA) guidelines. The Linear static analysis is carried
out using software, ETABS V9.7. The structural behavior of the building for progressive collapse, a finite element model is considered
using the preprocessing function of structural analysis program. Further loading are assigned to model according to IS codes.
Analysis is carried out for member forces and reinforcement details. The obtained DCR values show that columns are safe and beams
to be reinforced additionally.
Key words: Progressive collapse, ETABS, Finite element model, Column removal.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Strengthening of R.C Framed Structure Using Energy Dissipating Devicespaperpublications3
Abstract: The Dampers which is added to the building scheme without any interruption to the present constituent of the building. In past days retrofitting structures are use full in the construction field however a good understanding of restraints involvement to increase the structure capacities and decreasing the seismic demand in specifically to the design process. In this work consider the energy dissipating devices for seismic strengthening of 5 stories concrete structure in this study involves viscous damping devices of V Type and Inverted V Type dampers with different effective stiffness, to prevent building damage or collapse in major earthquake.
Descriptive study of pushover analysis in rcc structures of rigid jointYousuf Dinar
ABSTRACT: Structures in mega cities, are under serious threat because of faulty and unskilled design and construction of structures. Sometimes structure designers are more concerned in constructing different load resistant members without knowing its necessity and its performance in the structure. Different configuration of construction may also lead to significant variation in capacity of the same structure. Nonlinear static pushover analysis provides a better view on the performance of the structures during seismic events. This comprehensive research evaluates as well as compares the performances of bare, different infill percentage level, different configuration of soft storey and Shear wall consisting building structures with each other and later depending upon the findings, suggests from which level of performance shear wall should be preferred over the infill structure and will eventually help engineers to decide where generally the soft storey could be constructed in the structures. Above all a better of effects of pushover analysis could be summarized from the findings. Masonry walls are represented by equivalent strut according to pushover concerned codes. For different loading conditions, the performances of structures are evaluated with the help of performance point, base shear, top displacement, storey drift and stages of number of hinges form.
Back-analysis of the collapse of a metal truss structureFranco Bontempi
This paper is organized in two parts. The first one describes a case history of few collapses of metal truss structures designed to be used as entertainment structures for which the structural safety gains therefore much more importance due to the people that can be involved in the collapse. In the second part, a specific case of the collapse of an entertainment structure made by aluminum is taken under study. A back analysis of the collapse of this metal truss structure is developed and produces a flowchart that points out the possible causes that led the structure to the collapse. By means of non linear analyses by Finite Element Model (FEM) the failure sequence of this particular structure is shown and forensic investigation concerning the whole phase of the construction phase is performed, starting from the design one, through the assembling and ending with the rigging phase.
Progressive Collapse Analysis of RC Buildings with consideration of Effect of...ijsrd.com
To study the effect of failure of load carrying elements i.e. columns on the entire structure; 15 storey moment resistant RC buildings is considered. The buildings are modeled and analyzed for progressive collapse using the structural analysis and design software SAP2000. Normally it has been considered only the failure of primary load carrying members like columns, beams, struts, foundations etc. to understand the progressive collapse scenario. This paper involves the effect of slabs in progressive collapse with the failure of column.
Performance Levels of RC Structures by Non-Linear Pushover AnalysisIJERA Editor
In the recent earthquakes in which many concrete structures have been severely damaged or collapsed, have indicated the need for evaluating the seismic adequacy of existing buildings. About 60% of the land area of our country is susceptible to damaging levels of seismic hazard. We can’t avoid future earthquakes, but preparedness and safe building construction practices can certainly reduce the extent of damage and loss. In order to strengthen and resist the buildings for future earthquakes, the behavior of a building during earthquakes depends critically on its overall shape, size and geometry. The nonlinear pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The weak zones in the structure can be examined by conducting this push over analysis and then it will be decided whether the particular part is to be retrofitted or rehabilitated according to the requirement. This method determines the base shear capacity of the building and performance levels of each part of building under varying intensity of seismic force. The results of effects of different plan on seismic response of buildings have been presented in terms of displacement, base shear and plastic hinge pattern
Progressive collapse analysis of reinforced concrete framed structureeSAT Journals
Abstract
The progressive collapse of reinforced concrete structures is initiated when one or more vertical load carrying members are removed
due to man-made or natural hazards. The building’s weight transfers to neighboring columns in the structure, leads to the failure of
adjoining members and finally to the failure of partial or whole structure system. In which the collapsing system continually seeks
alternative load paths in order to survive. In the present study the demand capacity ratio (DCR) of reinforced concrete twelve storey
framed structure are evaluated as per U.S. General Services Administration (GSA) guidelines. The Linear static analysis is carried
out using software, ETABS V9.7. The structural behavior of the building for progressive collapse, a finite element model is considered
using the preprocessing function of structural analysis program. Further loading are assigned to model according to IS codes.
Analysis is carried out for member forces and reinforcement details. The obtained DCR values show that columns are safe and beams
to be reinforced additionally.
Key words: Progressive collapse, ETABS, Finite element model, Column removal.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Strengthening of R.C Framed Structure Using Energy Dissipating Devicespaperpublications3
Abstract: The Dampers which is added to the building scheme without any interruption to the present constituent of the building. In past days retrofitting structures are use full in the construction field however a good understanding of restraints involvement to increase the structure capacities and decreasing the seismic demand in specifically to the design process. In this work consider the energy dissipating devices for seismic strengthening of 5 stories concrete structure in this study involves viscous damping devices of V Type and Inverted V Type dampers with different effective stiffness, to prevent building damage or collapse in major earthquake.
ANALISI DEL RISCHIO PER LA SICUREZZA NELLE GALLERIE STRADALI.Franco Bontempi
SOMMARIO
Il tema della sicurezza, quando si parla di gallerie stradali, assume ancora più importanza, dato che un banale incidente o un guasto di un veicolo possono degenerare in uno scenario che causa un elevato numero di vittime. Ad esempio, il 24 marzo 1999, 39 persone sono rimaste uccise quando un mezzo pesante che trasportava farina e margarina prese fuoco all’interno del Tunnel del Monte Bianco. Nella prima parte dell’articolo vengono spiegate le fasi logiche che un modello messo a disposizione dalla PIARC/OECD, il Quantitative Risk Assessment Model (QRAM) [1-2], segue nel processo di Assegnazione del Rischio, e come esso ricava i valori dei relativi indicatori. Nella seconda parte dell’articolo, invece, viene mostrata un’applicazione di tale modello su una galleria esistente che si trova nel sud Italia, accompagnata da un’analisi di sensitività sui parametri che influenzano maggiormente il livello di rischio.
RISK ANALYSIS FOR SEVERE TRAFFIC ACCIDENTS IN ROAD TUNNELSFranco Bontempi
IF CRASC’15
III THIRD CONGRESS ON FORENSIC ENGINEERING
VI CONGRESS ON COLLAPSES, RELIABILITY AND RETROFIT OF STRUCTURES
SAPIENZA UNIVERSITY OF ROME, 14-16 MAY 2015
Appunti sulle modellazioni discrete per ponti e viadotti.
Corso di GESTIONE DI PONTI E GRANDI STRUTTURE, prof. ing. Franco Bontempi, Sapienza Universita' di Roma
PGS - lezione 03 - IMPALCATO DA PONTE E PIASTRE.pdfFranco Bontempi
Appunti su piastre per impalcati di ponti e viadotti.
Corso di GESTIONE DI PONTI E GRANDO STRUTTRE, prof. ing. Franco Bontempi, Sapienza Universita' di Roma
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
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/
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.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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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.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Gen AI Study Jams _ For the GDSC Leads in India.pdf
PSA_MF_05_05_23.pdf
1. Progettazione Strutturale Antincendio
La Robustezza Strutturale in caso di eventi LP-HC e nello
specifico caso di incendio
Prof. Ing. F. Bontempi
Ing. Mattia Francioli, Ph.D. 1
PROGETTAZIONE STRUTTURALE ANTINCENDIO A.A. 2022/2023
3. Requisiti strutturali
• Condizioni di esercizio:
• Rigidezza
• Condizioni ultime:
• Resistenza
• Stabilita’
• Duttilita’
• Durabilita’
• Condizioni estreme:
• Robustezza
• Resilienza
• Configurazione nominale
della struttura
• Configurazione danneggiata
della struttura
33
3
Progettazione Strutturale Antincendio Robustezza strutturale
4. Levels of Structural Crisis
Usual
ULS
&
SLS
Verification
Format
Structural Robustness
Assessment
1st level:
Material
Point
2nd level:
Element
Section
3rd level:
Structural
Element
4th level:
Structural
System 4
24. • Capacity of a construction to exhibit regular
decrease of its structural quality as a consequence
of negative causes.
• It implies:
a) some smoothness of the decrease of
structural performance due to negative
events (intensive feature);
b) some limited spatial spread of the
rupture (extensive feature).
Structural Robustness
24 24
Progettazione Strutturale Antincendio Robustezza strutturale
26. Qualitative definitions of structural robustness
[EN 1991-1-7: 2006 ]: ability of a structure to withstand actions due
to fires, explosions, impacts or consequences
of human errors, without suffering damages
disproportionate to the triggering causes
[SEI 2007,
Beton Kalender 2008]: insensitivity of the structure to local failure
structure B
d
P
s
STRUCTURE B:
P
s
ROBUSTNESS CURVES
P (performance)
structure A
STRUCTURE A
damaged
integer
DP
damaged
more performant, less resistant
integer
(damage level)
DP
DP
more performant, less robust less performant, more robust
Structural Robustness
A B
26 26
Progettazione Strutturale Antincendio Robustezza strutturale
27. STRUCTURE
& LOADS
Collapse
Mechanism
NO SWAY
“IMPLOSION”
OF THE
STRUCTURE
“EXPLOSION”
OF THE
STRUCTURE
is a process in which
objects are destroyed by
collapsing on themselves
is a process
NOT CONFINED
SWAY
Bad VS Good collapse
27 27
Progettazione Strutturale Antincendio Robustezza strutturale
29. Initial load-bearing element failure that
triggers the rigid fall of a part of the
structure onto another and leads to a
sequential impacts on the rest of the
structure, that collapses on itself.
Characteristic feature is the force
redistribution into alternative paths,
impulsive loading due to sudden element
failure and force concentration in elements
to fail next.
Zipper Domino
Section Instability Mixed
Pancake
Initial cross-section cut and stress
concentration that cause the rupture of
further cross-sectional parts (fast fracture)
and failure progression throughout the
entire section.
Initial element rigid overturning and
falling over another element, that, by
means of transformation of potential into
kinetic energy, trigger the overturning of
the following element.
The destabilization of some load-carrying
elements in compression due to an initial
failure of stabilizing elements can trigger a
failure progression throughout the
structure.
Some collapses are less amenable to
generalization because the relative
importance of the contributing basic
categories of collapse can vary and
combine in progression of failures.
- DOMINO + PANCAKE
(e.g. A.P.Murrah Building, Building
during Izmit Earquake)
- ZIPPER + INSTABILITY
(e.g. cable-stayed bridges)
Reference: Betoncalendar, 2008 (adapted from “Structural integrity: robustness assessment and progressive collapse
susceptibility”, Luisa Giuliani, PhD Thesis, Sapienza University of Rome, Dipartimento di Ingegneria Strutturale e Geotecnica)
Collapse types
29 29
Progettazione Strutturale Antincendio Robustezza strutturale
30. Initial load-bearing element failure that
triggers the rigid fall of a part of the
structure onto another and leads to a
sequential impacts on the rest of the
structure, that collapses on itself.
Characteristic feature is the force
redistribution into alternative paths,
impulsive loading due to sudden element
failure and force concentration in elements
to fail next.
Zipper Domino
Section Instability Mixed
Pancake
Initial cross-section cut and stress
concentration that cause the rupture of
further cross-sectional parts (fast fracture)
and failure progression throughout the
entire section.
Initial element rigid overturning and
falling over another element, that, by
means of transformation of potential into
kinetic energy, trigger the overturning of
the following element.
The destabilization of some load-carrying
elements in compression due to an initial
failure of stabilizing elements can trigger a
failure progression throughout the
structure.
Some collapses are less amenable to
generalization because the relative
importance of the contributing basic
categories of collapse can vary and
combine in progression of failures.
- DOMINO + PANCAKE
(e.g. A.P.Murrah Building, Building
during Izmit Earquake)
- ZIPPER + INSTABILITY
(e.g. cable-stayed bridges)
Reference: Betoncalendar, 2008 (adapted from “Structural integrity: robustness assessment and progressive collapse
susceptibility”, Luisa Giuliani, PhD Thesis, Sapienza University of Rome, Dipartimento di Ingegneria Strutturale e Geotecnica)
Collapse types
Islamabad Earthquake 2005
Münsterland, 2005
Viaduct after earthquake
Izmit Earthquake
1999
Tanker S.S. Schenectady, 1941
30
Progettazione Strutturale Antincendio Robustezza strutturale francesco.petrini@uniroma1.it
30 30
Progettazione Strutturale Antincendio Robustezza strutturale
31. References:
(EN 1991-1-7 2006): "Eurocode 1 – Actions on structures, Part 1-7: General actions – accidental actions." Comité
European de Normalization (CEN).
(Bontempi F, Giuliani L, Gkoumas K, 2007): "Handling the exceptions: robustness assessment of a complex structural
system.“, Invited Lecture, Structural Engineering, Mechanics and Computation (SEMC) 3, 1747-1752.
(Starossek U, 2009): “Progressive collapse of structures.” London: Thomas Telford Publishing, 2009.
Definitions:
1- "The ability of a structure to withstand events like fire, explosions,
impact or the consequences of human error without being damaged to an
extent disproportionate to the original cause." (EN 1991-1-7 2006)
2- "The robustness of a structure, intended as its ability not to suffer
disproportionate damages as a result of limited initial failure, is an
intrinsic requirement, inherent to the structural system organization."
(Bontempi F, Giuliani L, Gkoumas K, 2007)
3- “Robustness is defined as insensitivity to local failure." (Starossek U,
2009)
Structural Robustness
31 31
Progettazione Strutturale Antincendio Robustezza strutturale
32. References:
(ASCE 7-05 2005): "Minimum design loads for buildings and other structures." American Society of Civil Engineers
(ASCE).
(GSA 2003): "Progressive collapse analysis and design guidelines for new federal office buildings and major
modernization projects." General Services Administration (GSA).
(UFC 4-010-01 2003): "DoD minimum antiterrorism standards for buildings." Department of Defense (DoD).
Progressive Collapse
Definitions:
1-"Progressive collapse is defined as the spread of an initial local failure
from element to element resulting, eventually, in the collapse of an entire
structure or a disproportionate large part of it." (ASCE 7-05 2005)
2- "A progressive collapse is a situation where local failure of a primary
structural component leads to the collapse of adjoining members which, in
turn, leads to additional collapse. Hence, the total collapse is
disproportionate to the original cause." (GSA 2003)
3-"Progressive collapse: a chain reaction failure of building members to an
extent disproportionate to the original localized damage." (UFC 4-010-01
2003)
32 32
Progettazione Strutturale Antincendio Robustezza strutturale
33. References:
Arup (2011), Review of international research on structural robustness and disproportionate collapse, London,
Department for Communities and Local Government.
Starossek, U. and Haberland, M. (2010), “Disproportionate Collapse: Terminology and Procedures”, J. Perf. Constr.
Fac., 24(6), 519-528.
Observations:
− A progressive collapse is one which develops in a progressive manner akin to the collapse
of a row of dominos.
− A disproportionate collapse is one which is judged (by some measure defined by the
observer) to be disproportionate to the initial cause. This is merely a judgement made on
observations of the consequences of the damage which results from the initiating events.
− A collapse may be progressive in nature but not necessarily disproportionate in its extents,
for example if arrested after it progresses through a number of structural bays. Vice versa, a
collapse may be disproportionate but not necessarily progressive if, for example, the
collapse is limited in its extents to a single structural bay but the structural bays are large.
− The terms of disproportionate collapse and progressive collapse are often used
interchangeably because disproportionate collapse often occurs in a progressive manner
and progressive collapse can be disproportionate.
Progressive Collapse VS Disproportionate Collapse
33 33
Progettazione Strutturale Antincendio Robustezza strutturale
35. The Boeing B-17 Flying Fortress collided with another aircraft during World War II and, although
sustaining large amount of structural damage, landed safely, due to the high redundancy of the
fuselage connections.
Design Strategy #1: Continuity (robust behavior-redundancy)
35 35
Progettazione Strutturale Antincendio Robustezza strutturale
36. On July 1945 a B-25 bomber crashed into the Empire State Building, The impact of the plane
created a 5.5x6 m hole in the side of the tower. This crash caused extensive damage to the
masonry exterior and the interior steel structure of the building.
The 278 m building was rocked by the impact but resist the impact in consequence of the
intrinsic redundancy of its framed system.
Plane crash on the Empire
State Building, 1945
Design Strategy #1: Continuity (robust behavior-redundancy)
36 36
Progettazione Strutturale Antincendio Robustezza strutturale
37. Design Strategy #2: Segmentation (Compartmentalization)
A service-induced damage led to explosive decompression and loss of large portion of fuselage
skin when small fatigue crack suddenly linked together. The subsequent fracture was eventually
arrested by fuselage frame structure and the craft landed safely.
Aloha Boeing 737, April 1988
(compartmentalization by strengthening)
37 37
Progettazione Strutturale Antincendio Robustezza strutturale
38. Design Strategy #2: Segmentation (Compartmentalization)
The partial collapse, started in the roof and due design and execution errors, stopped at the two joints
which separated the collapsing section from the adjacent structures.
A higher continuity could have unlikely sustained the forces during collapse, since the construction
deficiencies affected also adjacent sections.
Charles De Gaulle Airport
(compartmentalization by isolation)
38 38
Progettazione Strutturale Antincendio Robustezza strutturale
48. The currently available design strategies and methods to
prevent disproportionate collapse are as follows:
− Prevent local failure of key elements (direct design)
− Specific local resistance
− Non-structural protective measures
− Presume local failure (direct design)
− Alternative load paths
− Isolation by segmentation
− Prescriptive design rules (indirect design)
Reference:
Starossek, U. 2008. Collapse resistance and robustness of bridges. IABMAS’08: 4th International Conference on
Bridge Maintenance, Safety, and Management Seoul, Korea, July 13-17, 2008
Measures against disproportionate collapse
48 48
Progettazione Strutturale Antincendio Robustezza strutturale
50. EFFECTS OF EXPLOSIONS ON STEEL
BUILDINGS
Department of Structural and Geotechnical Engineering,
Sapienza University of Rome, Italy
Pierluigi Olmati*
Ph.D. student
pierluigi.olmati@uniroma1.it
Francesco Petrini
Associate Professor, Ph.D
francesco.petrini@uniroma1.it
Franco Bontempi
Full Professor, Ph.D.
franco.bontempi@uniroma1.it
ESPLOSIONI E ROBUSTEZZA STRUTTURALE - 11 October 2011
chairman: Walter Salvatore
50
50
Progettazione Strutturale Antincendio Robustezza strutturale
51. Terroristic bomb attack
Low Probability – High Consequences Event
19 May 1995 - Oklahoma City
25 June 1996 - Ali Khobar
22 July 2011 - Oslo
Main goals and benefits of the blast design
• Reduce loss of life.
• Economic benefits.
• Minor psychological impact on the community of a bomb attack (social benefits).
• In military sense, strategic benefits.
• Rational urban architecture.
1.8 ton TNT 9 ton TNT
1
2
3
4
5
51
51
51
Progettazione Strutturale Antincendio Robustezza strutturale
52. Protection strategies from terrorist bomb attack
FEMA 426:
Reference Manual to
mitigate potential terrorist
attacks against buildings.
UFC 4-023-03:
Design of buildings to
resist progressive collapse.
NISTIR 7396:
Best Practice for reducing
the potential for
progressive collapse in
buildings.
IITK-GSDMA:
Guidelines on measures to
mitigate effects of terrorist
attacks on buildings.
References:
Deception: misdirect the attacker about: i) critical portions of the building, ii)
importance of the building, iii) …
Intelligence: understanding, preventing, and pre-empting terrorist attacks.
Physical & Operational Protection: fence barriers, claddings, surveillance, …
Structural Hardening: preventing: collapse of the building, failure of structural
elements.
1
2
3
4
5
52
52
52
Progettazione Strutturale Antincendio Robustezza strutturale
53. DISASTER
Protection strategies from terrorist bomb attack
White hole: known weakness
Dark hole: unknown weakness
Dark zone: unknown zone
White zone: known zone
1
2
3
4
5
FEMA 426:
Reference Manual to
mitigate potential terrorist
attacks against buildings.
UFC 4-023-03:
Design of buildings to
resist progressive collapse.
NISTIR 7396:
Best Practice for reducing
the potential for
progressive collapse in
buildings.
IITK-GSDMA:
Guidelines on measures to
mitigate effects of terrorist
attacks on buildings.
References:
53
53
53
Progettazione Strutturale Antincendio Robustezza strutturale
54. DISASTER IS
PREVENTED
Protection strategies from terrorist bomb attack
White hole: known weakness
Dark hole: unknown weakness
Dark zone: unknown zone
White zone: known zone
1
2
3
4
5
FEMA 426:
Reference Manual to
mitigate potential terrorist
attacks against buildings.
UFC 4-023-03:
Design of buildings to
resist progressive collapse.
NISTIR 7396:
Best Practice for reducing
the potential for
progressive collapse in
buildings.
IITK-GSDMA:
Guidelines on measures to
mitigate effects of terrorist
attacks on buildings.
References:
54
54
54
Progettazione Strutturale Antincendio Robustezza strutturale
55. Procedure for obtaining Robustness
curves under blast damage scenarios.
Main topic:
FEMA 426
UFC 4-023-03
NISTIR 7396
IITK-GSDMA
References:
Protection strategies from terrorist bomb attack
DISASTER IS
PREVENTED
- Robustness
- Local resistance
1
2
3
4
5
55
55
55
Progettazione Strutturale Antincendio Robustezza strutturale
56. LOAD STRUCTURE RESPONSE
Truck bomb
1.8 ton TNT
A. P. M. Building
Before 19/05/95
A. P. M. Building
After 19/05/95
HAZARD COLLAPSE RESISTENCE
Truck bomb
1.8 ton TNT
1
2
3
4
5
EXPOSURE
VULNERABILITY
ROBUSTESS
Exposure: position of structural elements with respect to the explosion source.
Vulnerability: damaging of structural elements with respect to blast loads.
Robustness: ability of a structure to withstand actions without suffering damages disproportionate to the
triggering causes.
Progressive collapse: spread of an initial local failure from element to element resulting, eventually, in the
collapse of an entire structure or a disproportionate large part of it.
Key elements: hierarchically most important elements of the structure, concerning: blast action and structural
typology.
Principle of the procedure for obtaining robustness curves under blast damage scenarios
56
56
56
Progettazione Strutturale Antincendio Robustezza strutturale
60. Increase damage level by
removing the critical element for
the D-scenario (i;j)
Does failure
spontaneously
occur to another
key element?
YES
D-scenario (i;j)
Structural
response
evaluation by
NDA
Progressive collapse is presumed
(no residual strength)
λ%
(i;j)
= 0
Residual strength (pushover)
analysis
λ%
(i;j)
>0
Key elements: columnsat the
ground floor.
Damage level (N): numberof key
elements instantly removed.
Location (L): position of the first
key element removed (≡ blast
location).
NL: number of locations.
D-scenario (i; j): location (i) and
damage level (j).
NDA: non linear dynamic
analysis implementing large
displacements and inelastic
materials.
λ%
(i;j)
: ratio between the damaged
and undamaged ultimate load
multiplier (pushover analysis).
i = NL ?
YES
Select NL
locations
L
=
i
+
1
N
=
j
+
1
(i,j) Robustness
curve under blast
damage
Setof Robustness
curves under
blastdamage
START
STOP
NO
NO
Arrested
damage
response
Propagated
damage
response
D-scenario (i; j=1)
1
2
3
4
5
Procedure outline
P. Olmati, F. Petrini, F. Bontempi, "Advanced
numerical analyses for the assessment of structural
response of buildings under explosions", Engineering
structures, Elsevier, submitted.
References:
60
60
60
Progettazione Strutturale Antincendio Robustezza strutturale
61. Presentation outline
Introduction: protection strategies from terrorist
bomb attack.
1
Principle of the procedure for obtaining robustness
curves under blast damage scenarios.
2
Outline of the procedure for obtaining robustness
curves under blast damage scenarios.
3
Application in a tall steel building.
4
Conclusions and remarks.
5
1
2
3
4
5
61
61
61
Progettazione Strutturale Antincendio Robustezza strutturale
62. Z
Y
X
70
m
15 m
15 m
15 m
5 m
y
x
Braced wall
15
m
1
2
3
4
5
Application
62
62
62
Progettazione Strutturale Antincendio Robustezza strutturale
63. Z
Y
X
70
m
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
1
2
3
4
5
Application
63
63
63
Progettazione Strutturale Antincendio Robustezza strutturale
64. Blast Damage Scenario:
(L= i location; N= j local damage level)
DS(L;1)
DS(i;j)
1
1
15 m
15 m
15 m
5 m
y
x
Braced wall
15
m
DS(4;2)
DS(2;2)
DS(8;2) DS(3;2)
1
1
1
1
1
2
3
4
5
Application
Z
Y
X
70
m
64
64
64
Progettazione Strutturale Antincendio Robustezza strutturale
65. Damage Scenario (6, 1) – vertical displacement of the top removed column node
1
2
3
4
5
Application
Displacement
[m]
-1.8
-1.2
-0.6
0.0
24 25 26 27
Time [sec]
Displacement
under
collapse
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
65
65
65
Progettazione Strutturale Antincendio Robustezza strutturale
66. 1
2
3
4
5
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
-3000
-2500
-2000
-1500
-1000
24 24,5 25 25,5 26
Axial
force
[kN]
Time [sec]
Application
Damage Scenario (6, 1) – axial force of the column near the removed
66
66
66
Progettazione Strutturale Antincendio Robustezza strutturale
67. 1
2
3
4
5
Application
-20
-16
-12
-8
-4
0
20 22 24 26 28 30 32 34
-15
-12
-9
25 25.5
High frequency
oscillations
response
extinction
Residual
displacement
Max
displacement
Time [sec]
Displacement
[mm]
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
Damage Scenario (5, 1) – vertical displacement of the top removed column node
67
67
67
Progettazione Strutturale Antincendio Robustezza strutturale
68. 1
2
3
4
5
Application
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
Damage Scenario (6, 1) – axial force of the column near the removed
-4000
-3000
-2000
-1000
20 22 24 26 28 30
Axial
force
[kN] Time [sec]
68
68
68
Progettazione Strutturale Antincendio Robustezza strutturale
69. 0
25
50
75
100
0 1 2
Local Damage level
D-scenario (1;N) D-scenario (2;N) D-scenario (3;N)
D-scenario (4;N) D-scenario (5;N) D-scenario (6;N)
D-scenario (7;N) D-scenario (8;N)
Residual
strength
λ
%
(i;
j)
1
2
3
4
5
Application
Robustness curves under blast damage scenarios
15 m
15 m
15 m
5 m
DS(1;1)
DS(2;1)
DS(3;1)
DS(4;1)
DS(5;1)
DS(6;1) DS(7;1)
DS(8;1)
y
x
Key element instantly removed
DS(i;j)
Braced wall
Blast Damage Scenario:
(L= i location; N= j local damage level)
15
m
69
69
69
Progettazione Strutturale Antincendio Robustezza strutturale
71. Optimization of the tall buildings structural system
for reliability against progressive collapse
filippo.gentili1@gmail.com
Filippo Gentili
Post-doc Fellow, Ph.D.
francesco.petrini@uniroma1.it
Associate Professor, Ph.D.
Francesco Petrini
franco.bontempi@uniroma1.it
Full Professor, Ph.D.
Franco Bontempi
74. Continuity (robust behavior-redundancy) and FIRE DESIGN
74 74
Progettazione Strutturale Antincendio Robustezza strutturale
The redundancy concept often means IPERSTATIC BEHAVIOUR, but this is IN CONTRAST
with the general concept that IN FIRE STRUCTURAL ENGINEERING, a structural element is
subjected to additional stressess if it is more restrained
Psd1
Msd1
T2>T1
T=Tcrit-y>T2
Mp
Py
-Mp
Mp
-Mp
Psd2
Psd_crit(M variab)
T1=20°C
(vincola solo allungamento)
P
ΔPsd2
ΔPsd_crit
ΔPsd2
ΔPsd_crit
ecc
Psd1
Msd=Psd1*ecc
PE1
PE2
PE3
75. 75 75
Progettazione Strutturale Antincendio Robustezza strutturale
In addition to this, the redundancy implies occurring of complex interactions between structural
elements, something that does nt allow the use of simplified methods
2° Scenario
3° Scenario
1° Scenario
NON-redundant structure HIGHLY-redundant structure
Simplified methods for fire-resistant
analysis may works
Simplified methods for fire-resistant
analysis DO NOT works
Continuity (robust behavior-redundancy) and FIRE DESIGN
76. Introduction
Part
I
Conclusions
Part
II Case study: 40 floors, 160 m heigth, 35 m x 35 m floor, office building
RENDERING STRUCTURAL SYSTEM FEM MODEL
Introduction
76 76
Progettazione Strutturale Antincendio Robustezza strutturale
79. Introduction
Part
I
Conclusions
Part
II
Part
I Progressive collapse assessment
Frame A Assumptions
- Collapse for displacement of 1 meter on the top
- Exposure to 180 minutes of ISO Curve
- 30 cases of fire changing initial fire location and number of
involved columns
Frame B
Col.
54
Col.
49
Col.
40
Col.
32
Col
24
Col.
15
Col.
9
Col.
1
28
Z[m]
24
20
16
Beam
91
Beam
83
Beam
63
Beam
49
Beam
33
Beam
19
Beam
9
Col.
23
Col.
24
Col.
25
Col.
26
Col
27
Col.
28
Col.
29
Col.
30
28
Z[m]
24
20
16
Beam
42
Beam
43
Beam
44
Beam
45
Beam
46
Beam
47
Beam
48
FIRE LOCATION 6th floor
t
T
Nominal
ISO 8344
0
200
400
600
800
1000
0 10 20 30 40 50 60
ISO 834
θ ipe 270
θ ipe 300
θ hem 260
θ hea 240
θ hem280
79 79
Progettazione Strutturale Antincendio Robustezza strutturale
80. Introduction
Part
I
Conclusions
Part
II
Part
I Progressive collapse assessment
Frame A Assumptions
- Collapse for displacement of 1 meter on the top
- Exposure to 180 minutes of ISO Curve
- 30 cases of fire changing initial fire location and number of
involved columns
Frame B
Col.
54
Col.
49
Col.
40
Col.
32
Col
24
Col.
15
Col.
9
Col.
1
28
Z[m]
24
20
16
Beam
91
Beam
83
Beam
63
Beam
49
Beam
33
Beam
19
Beam
9
80 80
Progettazione Strutturale Antincendio Robustezza strutturale
84. Introduction
Part
I
Conclusions
Part
II
Part
I Frame A - Worst case scenarios
1 Heated
Column
2 Heated
Columns
3 Heated
Columns
4 Heated
Columns
5 Heated
Columns
26 min - 640°C 28 min - 680°C 29 min - 690°C 30 min - 696°C 31 min - 705°C
84 84
Progettazione Strutturale Antincendio Robustezza strutturale
85. Introduction
Part
I
Conclusions
Part
II
Part
I Progressive Collapse
1 Heated
Column
2 Heated
Columns
3 Heated
Columns
4 Heated
Columns
5 Heated
Columns
After 180 min After 180 min After 144 min After 88 min After 68 min
85 85
Progettazione Strutturale Antincendio Robustezza strutturale
86. Introduction
Part
I
Conclusions
Part
II
Part
I Outrigger role
VMises Deformation
Without Fire
1 Heated
Column
2 Heated
Columns
3 Heated
Columns
4 Heated
Columns
5 Heated
Columns
195
235 156 117 78 39 0 plastic elastic
86 86
Progettazione Strutturale Antincendio Robustezza strutturale
91. Introduction
Part
I
Conclusions
Part
II
Part
II Lateral Force: Dir. +Z
DEFORMED SHAPE
Without Wind Wind Γ=0.5 Wind Γ=1.0 Wind Γ=1.5
After 180 min After 140 min After 152 min After 82 min
88 min
Vertical
69 min
Outwards
16 min
Outwards
<10 min
Outwards
91 91
Progettazione Strutturale Antincendio Robustezza strutturale
96. Introduction
Part
I
Conclusions
Part
II
D
A
C
B
G
F
E
0
30
60
90
120
150
180
γ=0.0
+Z γ=0.5
-Z γ=0.5
+Z γ=1.0
-Z γ=1.0
+Z γ=1.5
-Z γ=1.5
Fire Resistance
[min]
Scenario [-]
D
A
C
B
G
F
E
Initial
D
A
C
B
G
F
E
0
30
60
90
120
150
180
γ=0.0
+Z γ=0.5
-Z γ=0.5
+Z γ=1.0
-Z γ=1.0
+Z γ=1.5
-Z γ=1.5
Fire Resistance
[min]
Scenario [-]
D
A
C
B
G
F
E
Part
II Multi-hazard analyses – 3 heated columns
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Progettazione Strutturale Antincendio Robustezza strutturale
98. Introduction
Part
I
Conclusions
Part
II
D
A
C
B
G
F
E
0
30
60
90
120
150
180
γ=0.0
+Z γ=0.5
-Z γ=0.5
+Z γ=1.0
-Z γ=1.0
+Z γ=1.5
-Z γ=1.5
Fire Resistance
[min]
Scenario [-]
D
A
C
B
G
F
E
D
A
C
B
G
F
E
0
30
60
90
120
150
180
γ=0.0
+Z γ=0.5
-Z γ=0.5
+Z γ=1.0
-Z γ=1.0
+Z γ=1.5
-Z γ=1.5
Fire Resistance
[min]
Scenario [-]
D
A
C
B
G
F
E
Part
II
Initial
D
A
C
B
G
F
E
0
30
60
90
120
150
180
γ=0.0
+Z γ=0.5
-Z γ=0.5
+Z γ=1.0
-Z γ=1.0
+Z γ=1.5
-Z γ=1.5
Fire Resistance
[min]
Scenario [-]
D
A
C
B
G
F
E
Multi-hazard analyses – 3 heated columns
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Progettazione Strutturale Antincendio Robustezza strutturale
99. Introduction
Part
I
Conclusions
Part
II
Conclusions Conclusions
• For high-rise buildings, structural robustness in case of fire can be last
barriere in order to avoid severe collapses;
• Outrigger systems improved the global behavior of the strutture,
determining a delayed collapse;
• Although the Italian code allows to not consider the simultaneous
presence of fire and wind, the resistance to fire is strongly influenced
by wind;
• Structural System influence: position of vertical and horizontal bracing
system.
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Progettazione Strutturale Antincendio Robustezza strutturale
101. (disaster) resilience
Definition (not univocal):
A resilient community is defined as the one having the ability to absorb disaster
impacts and rapidly return to normal socioeconomic activity.
MCEER (Multidisciplinary Center for Earthquake Engineering Research), (2006). “MCEER’s Resilience Framework”. Available at
http://mceer.buffalo.edu/research/resilience/Resilience_10-24-06.pdf
NEHRP (National Earthquake Hazards Reduction Program), 2010. “Comments on the Meaning of Resilience”. NEHRP Technical
report.Available at http://www.nehrp.gov/pdf/ACEHRCommentsJan2010.pdf
MCEER framework for resilience evaluation:
Initial losses Recovery time, depending on:
• Resourcefulness
• Rapidity
Disaster strikes
Systemic
Robustness
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Progettazione Strutturale Antincendio Robustezza strutturale
102. (disaster) resilience
Definition (not univocal):
A resilient community is defined as the one having the ability to absorb disaster
impacts and rapidly return to normal socioeconomic activity.
MCEER (Multidisciplinary Center for Earthquake Engineering Research), (2006). “MCEER’s Resilience Framework”. Available at
http://mceer.buffalo.edu/research/resilience/Resilience_10-24-06.pdf
NEHRP (National Earthquake Hazards Reduction Program), 2010. “Comments on the Meaning of Resilience”. NEHRP Technical
report.Available at http://www.nehrp.gov/pdf/ACEHRCommentsJan2010.pdf
MCEER framework for resilience evaluation:
Resilience is inversely proportional to the area A.
(dQ/dt)
L0
TR
(dQ/dt)0
A
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Progettazione Strutturale Antincendio Robustezza strutturale
103. Combined effect of discrete events and continuous deterioration
- Aftermath of
the event
-
i. historical - political - decisions (e.g. local governance) influence the initial system quality
Q0. This parameter is related to the initial system state.
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Progettazione Strutturale Antincendio Robustezza strutturale
104. - Aftermath of
the event
-
ii. urban and social service planning is relevant for the pre-event system integrity and it is one
of the factors determining the trend of system quality before the event (dQ/dt) and the
amount of immediate losses (ΔQ). The first parameter is by a statistical correlation
between the political decision and the quality trend, while the second parameter can be
modeled by the system fragility.
Combined effect of discrete events and continuous deterioration
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Progettazione Strutturale Antincendio Robustezza strutturale
105. - Aftermath of
the event
-
iii. fast decisions are taken during the event or a disaster (on the basis of knowledge and
experience from similar past events - if any - and the system properness knowledge); the
decisions in this phase influence the initial slope of the recovery phase (dQR/dt), a
parameter that can be modeled by a statistical correlation between the political decision
and the quality trend.
Combined effect of discrete events and continuous deterioration
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Progettazione Strutturale Antincendio Robustezza strutturale
106. - Aftermath of
the event
-
iv. emergency plans and prioritization of recovery actions are relevant in the aftermath of the
event (recovery phase). In addition, the declaration of a state of emergency can have a
substantial short and long-term effect on the local economy. The actions in this phase
influence the shape of the recovery function fR(t).
Combined effect of discrete events and continuous deterioration
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Progettazione Strutturale Antincendio Robustezza strutturale
107. - Aftermath of
the event
-
v. urban and social service re-planning on the basis of the consequences of the occurred event
are relevant in the long run (influencing the losses and the recovery for the next discrete
event).
Combined effect of discrete events and continuous deterioration
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Progettazione Strutturale Antincendio Robustezza strutturale
108. Combined effect of discrete events and continuous deterioration
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Progettazione Strutturale Antincendio Robustezza strutturale