1) The document discusses progressive collapse susceptibility of long span suspension bridges, with a focus on the proposed Messina Strait Bridge in Italy.
2) Numerical simulations were used to analyze the progression of damage from destroyed hangers to the bridge deck and adjoining structures.
3) The simulations found that damage would progress from hangers to the deck when 8-12 hangers were destroyed, and would spread to an adjoining hanger when 12 were destroyed. This provides a basis for quantitatively evaluating a structure's susceptibility to disproportionate progressive collapse.
VULNERABILITY ASSESSMENT OF PRECAST CONCRETE CLADDING WALLS FOR POLICE STATIONSFranco Bontempi
Presentation made at:
The 15th International Symposium on Interaction of the Effects of Munitions with Structures (ISIEMS), September 2013, 17 - 20 at the Conference Hotel in Potsdam, Germany.
The symposium builds on previous meetings held in the United States of America (organized by DTRA) and Germany (organized by Armed Forces Office). ISIEMS will address all aspects of the response of civil engineering structures and materials to explosive loading. Scientists, engineers, and others interested in the symposium’s technical areas are invited to participate and contribute. All sessions will be unclassified, but some may be restricted to citizens of NATO member nations only.
Analytical assessment on progressive collapse potential of new reinforced con...eSAT Journals
Abstract Progressive collapse is a catastrophic partial or total failure that mostly occurs when a structure looses a primary structural component or more like a column or any vertical load resisting component due to natural or manmade hazard. In this research paper a new undergoing construction of Reinforced concrete 12 storied building located in Whitefield, Bangalore is modelled in accordance with the actual drawings according to Indian standard codes and analysed for progressive collapse potential by using structural design and analysis software Etabs2013. For evaluating the effect of progressive collapse in accordance with the guidance of U.S General Service Administration (GSA) linear static method is followed. The analytical model is checked for Demand capacity ratio by removing primary vertical support, one column at a time and evaluating whether the member is resistance to progressive collapse. Many such columns are removed and analysed to know the behaviour of building on abnormal loading conditions. The result shows that progressive collapse can be resisted by providing proper detailing and adequate reinforcement to the beams and columns. Keywords: Progressive collapse, Demand Capacity Ratio (DCR), General Service Administration standards (GSA), Design software Etabs2013, linear static
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.
Turning Point 5: The Coronation of Charlemagne (800)sandiferb
The coronation of Charlemagne markes on the decisive turning points in Church History as a symbol of the beginning of Christendom, a complex society that prevailed in medieval Europe for almost 800 years.
VULNERABILITY ASSESSMENT OF PRECAST CONCRETE CLADDING WALLS FOR POLICE STATIONSFranco Bontempi
Presentation made at:
The 15th International Symposium on Interaction of the Effects of Munitions with Structures (ISIEMS), September 2013, 17 - 20 at the Conference Hotel in Potsdam, Germany.
The symposium builds on previous meetings held in the United States of America (organized by DTRA) and Germany (organized by Armed Forces Office). ISIEMS will address all aspects of the response of civil engineering structures and materials to explosive loading. Scientists, engineers, and others interested in the symposium’s technical areas are invited to participate and contribute. All sessions will be unclassified, but some may be restricted to citizens of NATO member nations only.
Analytical assessment on progressive collapse potential of new reinforced con...eSAT Journals
Abstract Progressive collapse is a catastrophic partial or total failure that mostly occurs when a structure looses a primary structural component or more like a column or any vertical load resisting component due to natural or manmade hazard. In this research paper a new undergoing construction of Reinforced concrete 12 storied building located in Whitefield, Bangalore is modelled in accordance with the actual drawings according to Indian standard codes and analysed for progressive collapse potential by using structural design and analysis software Etabs2013. For evaluating the effect of progressive collapse in accordance with the guidance of U.S General Service Administration (GSA) linear static method is followed. The analytical model is checked for Demand capacity ratio by removing primary vertical support, one column at a time and evaluating whether the member is resistance to progressive collapse. Many such columns are removed and analysed to know the behaviour of building on abnormal loading conditions. The result shows that progressive collapse can be resisted by providing proper detailing and adequate reinforcement to the beams and columns. Keywords: Progressive collapse, Demand Capacity Ratio (DCR), General Service Administration standards (GSA), Design software Etabs2013, linear static
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.
Turning Point 5: The Coronation of Charlemagne (800)sandiferb
The coronation of Charlemagne markes on the decisive turning points in Church History as a symbol of the beginning of Christendom, a complex society that prevailed in medieval Europe for almost 800 years.
Progressive collapse analysis of an rc structure subjected to seismic loads i...eSAT Journals
Abstract Progressive Collapse is the spread of initial failure from element to element leading to entire collapse of an structure. It is due to vehicle impacts, fire,earthquakes and natural or man made hazards. Collapse leads to large proprtions of dispropriate triggers in the structures which makes structures incapable of withstanding loads and it leads to collapse of the structure. In this study special moment resisting frame of G+19 story building is modeled using FEM based software( ETABSV9.7). The analysis is carried as per GSA gudelines in zone V having medium soil by linear dynamic and non linear analysis. The story drift and story shears are calculated to know the potential for progressive collapse of an structure. Keywords: Progressive Collapse,Column Removal ,Dynamic Analysis,Push Over Analysis etc…
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.
Structural Health Monitoring platform presentation at NI week 2016IRS srl
Structural design or assessment, Damage detection and assessment,Maintenance and retrofitting of existing structures, structural control during earthquakes (using semi-active systems). Historic buildings, due to their structural features, construction techniques and used materials, are particularly vulnerable to earthquake actions;
PROGRESSIVE COLLAPSE ANALYSIS OF REINFORCED CONCRETE SYMMETRICAL AND UNSYMMET...AM Publications
Progressive collapse is a chain reaction of failures that propagates either throughout or a portion of the
structure disproportionate to the original local failure. The progressive collapse of building structure is initiated when
one or more vertical load carrying members are removed. Once a column is removed or made weak, due to man-made or
natural hazards, load carried by column removed is transferred to neighboring columns in the structure, if the
neighboring column is incapable of withstanding the extra load, leads to the progressive failure of adjoining members and
finally to the failure of partial or whole structure. The collapsing system continually seeks alternative load paths in order
to survive. One of the important characteristics of progressive collapse is that the final damage is not proportional to
the initial damage. The research material available for progressive collapse failure of structures suggests that
buildings designed to resist seismic actions have good robustness against progressive collapse. However, no detailed
investigations have been conducted so far to assess this robustness. Hence this study is made to examine the potential
ability of seismically designed building against progressive collapse. A Five storey reinforced concrete framed
structure symmetrical and Unsymmetrical was considered in the study to evaluate the Demand Capacity Ratio
(D.C.R.), the ratio of the member force and the member strength as per U.S. General Services Administration (GSA)
guidelines. The Linear static analysis is carried out using software, ETABS V 9.7 according to Indian Standard codes.
Analysis and design is carried out to get the final output of design details. To study the collapse, typical columns are
removed one at a time, and continued with analysis and design. Many such columns are removed in different trials to
know the effects of progressive analysis. Member forces and reinforcement details are calculated. From the analysis,
DCR values of beams are calculated.
BLAST RESISTANCE OF REINFORCED PRECAST CONCRETE WALLS UNDER UNCERTAINTYFranco Bontempi
Extreme loads can have devastating effects on civilian structures since these buildings are not designed to have to withstand extreme events. Typical buildings and other critical infrastructure are particularly prone to external man-made attacks. This study focuses on probabilistic analyses, and investigates the probability of failure of a precast concrete wall subjected to blast loads. The wall under investigation is a non-load bearing precast concrete panel used as exterior cladding for buildings. From the blast design point of view, these walls must protect people and equipment from external detonations. The aim of the paper is to compute both the fragility curves of typical precast concrete cladding subjected to blast loads, and the failure probability of the cladding, considering a detonation of a vehicle borne improvised explosive device (VBIED). To this aim non-linear dynamic analyses are carried out by the widely adopted equivalent non-linear SDOF method for the precast concrete panel. The fragility curves and the failure probability of the precast concrete cladding wall are computed using Monte Carlo simulations.
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.
Vulnerability assessment of precast concrete cladding wall panels for police ...Franco Bontempi
The 15th International Symposium on Interaction of the Effects of Munitions with Structures (ISIEMS), September 2013, 17 - 20 at the Conference Hotel in Potsdam, Germany.
The symposium builds on previous meetings held in the United States of America (organized by DTRA) and Germany (organized by Armed Forces Office). ISIEMS will address all aspects of the response of civil engineering structures and materials to explosive loading. Scientists, engineers, and others interested in the symposium’s technical areas are invited to participate and contribute. All sessions will be unclassified, but some may be restricted to citizens of NATO member nations only. Paper presented at:
Finite element and analytical approaches for predicting the structural respon...Franco Bontempi
ACI Fall 2013 Convention,
Blast Blind Predict of Response of Concrete Slabs Subjected to Blast Loading (Contest Winners) - October 22, 4:00 PM - 6:00 PM, C-212 B
Water-Driven Debris Impact Forces on Structures: Experimental and Theoretical Program.
Water-driven debris generated during tsunamis and hurricanes can impose substantial impact forces on structures that are often not designed for such loads. This presentation covers the design and results of an experimental and theoretical program to quantify these potential impact forces. Two types of prototypical debris are considered: a wood log and a shipping container.
Full-scale impact tests at Lehigh University were carried out with a wooden utility pole and a shipping container. The tests were carried out in-air, and were designed to provide baseline, full-scale results. A 1:5 scale shipping container model was used for in-water tests in the Oregon State University large wave flume. These tests were used to quantify the effect of the fluid on the impact forces.
Results from both experimental programs are presented and compared with theoretical predictions. The analytical predictions are found to be in sufficient agreement such that they can be used for design. A fundamental takeaway is that the impact forces are dominated by the structural impact, with a secondary affect provided by the fluid.
DYNAMIC ANALYSIS OF CONCRETE GIRDER BRIDGES UNDER STRONG EARTHQUAKES: THE EFF...IAEME Publication
This paper presents the dynamic analysis of concrete girder bridges taking into account the effect of collision on parapet wall. In addition, adopting of seismic isolation rubber on pier structure and wing wall on parapet were analyzed. Two spans concrete girder bridges with variation of gap were examined in theoretically by 3D FEM model of ABAQUS. The abutment was simplified by parapet wall which was modeled by 3D reinforced concrete structure. In order to examine the seismic behavior of bridge, six different inputs of seismic ground accelerations were applied at footing of pier structure.
Progressive collapse analysis of an rc structure subjected to seismic loads i...eSAT Journals
Abstract Progressive Collapse is the spread of initial failure from element to element leading to entire collapse of an structure. It is due to vehicle impacts, fire,earthquakes and natural or man made hazards. Collapse leads to large proprtions of dispropriate triggers in the structures which makes structures incapable of withstanding loads and it leads to collapse of the structure. In this study special moment resisting frame of G+19 story building is modeled using FEM based software( ETABSV9.7). The analysis is carried as per GSA gudelines in zone V having medium soil by linear dynamic and non linear analysis. The story drift and story shears are calculated to know the potential for progressive collapse of an structure. Keywords: Progressive Collapse,Column Removal ,Dynamic Analysis,Push Over Analysis etc…
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.
Structural Health Monitoring platform presentation at NI week 2016IRS srl
Structural design or assessment, Damage detection and assessment,Maintenance and retrofitting of existing structures, structural control during earthquakes (using semi-active systems). Historic buildings, due to their structural features, construction techniques and used materials, are particularly vulnerable to earthquake actions;
PROGRESSIVE COLLAPSE ANALYSIS OF REINFORCED CONCRETE SYMMETRICAL AND UNSYMMET...AM Publications
Progressive collapse is a chain reaction of failures that propagates either throughout or a portion of the
structure disproportionate to the original local failure. The progressive collapse of building structure is initiated when
one or more vertical load carrying members are removed. Once a column is removed or made weak, due to man-made or
natural hazards, load carried by column removed is transferred to neighboring columns in the structure, if the
neighboring column is incapable of withstanding the extra load, leads to the progressive failure of adjoining members and
finally to the failure of partial or whole structure. The collapsing system continually seeks alternative load paths in order
to survive. One of the important characteristics of progressive collapse is that the final damage is not proportional to
the initial damage. The research material available for progressive collapse failure of structures suggests that
buildings designed to resist seismic actions have good robustness against progressive collapse. However, no detailed
investigations have been conducted so far to assess this robustness. Hence this study is made to examine the potential
ability of seismically designed building against progressive collapse. A Five storey reinforced concrete framed
structure symmetrical and Unsymmetrical was considered in the study to evaluate the Demand Capacity Ratio
(D.C.R.), the ratio of the member force and the member strength as per U.S. General Services Administration (GSA)
guidelines. The Linear static analysis is carried out using software, ETABS V 9.7 according to Indian Standard codes.
Analysis and design is carried out to get the final output of design details. To study the collapse, typical columns are
removed one at a time, and continued with analysis and design. Many such columns are removed in different trials to
know the effects of progressive analysis. Member forces and reinforcement details are calculated. From the analysis,
DCR values of beams are calculated.
BLAST RESISTANCE OF REINFORCED PRECAST CONCRETE WALLS UNDER UNCERTAINTYFranco Bontempi
Extreme loads can have devastating effects on civilian structures since these buildings are not designed to have to withstand extreme events. Typical buildings and other critical infrastructure are particularly prone to external man-made attacks. This study focuses on probabilistic analyses, and investigates the probability of failure of a precast concrete wall subjected to blast loads. The wall under investigation is a non-load bearing precast concrete panel used as exterior cladding for buildings. From the blast design point of view, these walls must protect people and equipment from external detonations. The aim of the paper is to compute both the fragility curves of typical precast concrete cladding subjected to blast loads, and the failure probability of the cladding, considering a detonation of a vehicle borne improvised explosive device (VBIED). To this aim non-linear dynamic analyses are carried out by the widely adopted equivalent non-linear SDOF method for the precast concrete panel. The fragility curves and the failure probability of the precast concrete cladding wall are computed using Monte Carlo simulations.
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.
Vulnerability assessment of precast concrete cladding wall panels for police ...Franco Bontempi
The 15th International Symposium on Interaction of the Effects of Munitions with Structures (ISIEMS), September 2013, 17 - 20 at the Conference Hotel in Potsdam, Germany.
The symposium builds on previous meetings held in the United States of America (organized by DTRA) and Germany (organized by Armed Forces Office). ISIEMS will address all aspects of the response of civil engineering structures and materials to explosive loading. Scientists, engineers, and others interested in the symposium’s technical areas are invited to participate and contribute. All sessions will be unclassified, but some may be restricted to citizens of NATO member nations only. Paper presented at:
Finite element and analytical approaches for predicting the structural respon...Franco Bontempi
ACI Fall 2013 Convention,
Blast Blind Predict of Response of Concrete Slabs Subjected to Blast Loading (Contest Winners) - October 22, 4:00 PM - 6:00 PM, C-212 B
Water-Driven Debris Impact Forces on Structures: Experimental and Theoretical Program.
Water-driven debris generated during tsunamis and hurricanes can impose substantial impact forces on structures that are often not designed for such loads. This presentation covers the design and results of an experimental and theoretical program to quantify these potential impact forces. Two types of prototypical debris are considered: a wood log and a shipping container.
Full-scale impact tests at Lehigh University were carried out with a wooden utility pole and a shipping container. The tests were carried out in-air, and were designed to provide baseline, full-scale results. A 1:5 scale shipping container model was used for in-water tests in the Oregon State University large wave flume. These tests were used to quantify the effect of the fluid on the impact forces.
Results from both experimental programs are presented and compared with theoretical predictions. The analytical predictions are found to be in sufficient agreement such that they can be used for design. A fundamental takeaway is that the impact forces are dominated by the structural impact, with a secondary affect provided by the fluid.
DYNAMIC ANALYSIS OF CONCRETE GIRDER BRIDGES UNDER STRONG EARTHQUAKES: THE EFF...IAEME Publication
This paper presents the dynamic analysis of concrete girder bridges taking into account the effect of collision on parapet wall. In addition, adopting of seismic isolation rubber on pier structure and wing wall on parapet were analyzed. Two spans concrete girder bridges with variation of gap were examined in theoretically by 3D FEM model of ABAQUS. The abutment was simplified by parapet wall which was modeled by 3D reinforced concrete structure. In order to examine the seismic behavior of bridge, six different inputs of seismic ground accelerations were applied at footing of pier structure.
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.
MODE II FRACTURE PARAMETERS FOR VARIOUS SIZES OF BEAMS IN PLAIN CONCRETEIJERA Editor
Blended aggregate in concrete and arriving at the structural properties of blended aggregate concrete is a thrust
area. Pumice is very light and porous igneous rock that is formed during volcanic eruptions.Cinder is a waste
material obtained from steel manufacturing units. Shear strength is a property of major significance for wide
range of civil engineering materials and structures. Shear and punching shear failures particularly in deep beams,
in corbels and in concrete flat slabs are considered to be more critical and catastrophic than other types of
failures. This area has received greater attention in recent years. For investigating shear type of failures, from the
literature it is found that double central notched (DCN) specimen geometry proposed by Prakash Desai and
V.Bhaskar Desai is supposed the best suited geometry. In this present experimental investigation an attempt is
made to study the Mode-II fracture property of light weight blended aggregate cement concrete combining both
the pumice and cinder in different proportions, and making use of DCN test specimen geometry . By blending
the pumice and cinder in different percentages of 0, 25, 50, 75 and 100 by volumeof concrete, a blended light
weight aggregate concrete is prepared. By using this the property such as in plane shear strength is studied.
Finally an analysis is carried out regarding Mode-II fracture properties of blended concrete. It is concluded that
the Ultimate load in Mode-II is found to decrease continuously with the percentage increase in Pumice aggregate
content. It is also observed that the ultimate stress in Mode II is found to increase continuously with percentage
increase in cinder aggregate content.
Corso di dottorato & Corso di formazione StroNGER2012
Basi di OTTIMIZZAZIONE STRUTTURALE, 6 luglio 2016 (totale di 8 ore)
&
LA PROGETTAZIONE STRUTTURALE ATTRAVERSO L’ANALISI DI CASI CRITICI, 7 e 8 luglio (totale di 16 ore)
I Restauri e la Città: l’esempio del Colosseo e della Casa di AugustoStroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
SISTEMILA RETE STRADALE URBANA:UN’EMERGENZA DEL QUOTIDIANO O UN’OPPORTUNITA’ ...StroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
INFRASTRUTTURE IN AMBITO URBANO: COMPLESSITA’ DI PROGETTO E DURABILITA’StroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
61Resilienza dei centri urbani e rilievo delle costruzioni: un binomio indivi...StroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
Roma e le sue acque:il punto di vista della Protezione CivileStroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
Una visione ampia dei sistemi: robustezza e resilienza.StroNGER2012
GLI ATTORI DEL DIVENIRE URBANO
Facoltà di Ingegneria
Sapienza Università di Roma
Sala del Chiostro 26 NOVEMBRE 2015
a cura di
Alessandro Cutini - Franco Bontempi
L’investigazione antincendio sugli aspetti strutturali: una proposta di codificaStroNGER2012
I numerosi incendi che si innescano e danneggiano
le strutture hanno rivoluzionato, da una parte,
molte procedure sulla prevenzione definendo metodologie
gestionali più efficaci e stanno, dall’altra,
portando ad affinare procedure investigative
codificate atte a ridurre il rischio di errori/omissioni
durante le indagini.
Lo scopo di questo articolo è quello di esporre
una metodologia codificata di Structural Fire Investigation
(Investigazione sugli aspetti strutturali in
caso di incendio) atta ad individuare le cause scatenanti,
pregresse e latenti, che hanno determinato
l’evento accidentale.
L’iter investigativo, associato a determinate operazioni
strutturali e forensi che partono dalla raccolta
delle informazioni iniziali al repertamento e
controllo documentale per poi completarsi con le
verifiche computazionali, sicuramente aiuta a determinare,
in maniera rigorosa, le cause e l’origine
di un incendio. La modellazione degli incendi con
il software del NIST, Fire Dynamics Simulator
(FDS) e l’analisi strutturale con vari codici di calcolo,
permettono di verificare determinate ipotesi
maturate durante il repertamento e di avvalorare
scientificamente l’analisi semiotica rilevata sulla
scena, fornendo dati forensi utili in fase dibattimentale.
Quindi un’attività investigativa pianificata, permette
a qualsiasi utente, (VV.F., personale delle Forze
dell’Ordine, Consulente, Perito, CTU o Libero
Professionista), di svolgere indagini in maniera appropriata
secondo una linea guida che permette
di non tralasciare controlli a volte rilevanti per la
stesura della documentazione complessiva in forma
di report finale.
29 May 2015 - Rome
Research Meeting with
University of Brasilia–Brazil
University of Nebraska-Lincoln (Omaha Campus)
University of Rome La Sapienza
StroNGER
29 May 2015 - Rome
Research Meeting with
University of Brasilia–Brazil
University of Nebraska-Lincoln (Omaha Campus)
University of Rome La Sapienza
StroNGER
29 May 2015 - Rome
Research Meeting with
University of Brasilia–Brazil
University of Nebraska-Lincoln (Omaha Campus)
University of Rome La Sapienza
StroNGER
29 May 2015 - Rome
Research Meeting with
University of Brasilia–Brazil
University of Nebraska-Lincoln (Omaha Campus)
University of Rome La Sapienza
StroNGER
Uso delle fibre di basalto nel risanamento degli edifici storiciStroNGER2012
Intervento di Stefania Arangio a:
Miglioramento e adeguamento sismico di strutture esistenti attraverso l'utilizzo di materiali compisiti in FRP
Ordine degli Ingegneri della Provincia di Roma
14 aprile 2015
IDENTIFICAZIONE STRUTTURALE DEL COMPORTAMENTO SPERIMENTALE DI CENTINE INNOVAT...StroNGER2012
Contributo a IF CRASC'15 di Alessandra Castelli e Francesco Petrini.
14-16 maggio 2015.
Universita' degli Studi di Roma La Sapienza
Facolta' di Ingegneria Civile e Industriale
ifcrasc15@stronger2012.com
Corso Ottimizzazione Strutturale Sapienza 2015StroNGER2012
Il corso vuole introdurre in maniera semplice i concetti, i metodi, gli strumenti necessari all’ottimizzazione di una struttura in termini di capacità prestazionali e sicurezza. L’attenzione è focalizzata sulle idee e sulle applicazioni, nella convinzione che gran parte dei dettagli algoritmici, seppure fondamentali nelle applicazioni più sofisticate, possano essere rimandati a successivi approfondimenti: questo anche alla luce degli strumenti computazionali moderni che permettono di concentrarsi sulla progettazione concettuale dei sistemi strutturali nelle forme più attuali. Gli studenti potranno quindi essere capaci di impostare e comprendere i processi ideativi alla base delle moderne forme strutturali che si presentano per le coperture, i ponti e gli edifici alti.
MIGLIORAMENTO ED ADEGUAMENTO SISMICO DI STRUTTURE ESISTENTI ATTRAVERSO L’UTIL...StroNGER2012
MIGLIORAMENTO ED ADEGUAMENTO SISMICO DI STRUTTURE ESISTENTI ATTRAVERSO L’UTILIZZO DI MATERIALI COMPOSITI IN FRP.
14 e 21 Aprile 2015.
https://www.ording.roma.it/seminario.aspx?id=14727
Alt. GDG Cloud Southlake #33: Boule & Rebala: Effective AppSec in SDLC using ...James Anderson
Effective Application Security in Software Delivery lifecycle using Deployment Firewall and DBOM
The modern software delivery process (or the CI/CD process) includes many tools, distributed teams, open-source code, and cloud platforms. Constant focus on speed to release software to market, along with the traditional slow and manual security checks has caused gaps in continuous security as an important piece in the software supply chain. Today organizations feel more susceptible to external and internal cyber threats due to the vast attack surface in their applications supply chain and the lack of end-to-end governance and risk management.
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Welcome to UiPath Test Automation using UiPath Test Suite series part 4. In this session, we will cover Test Manager overview along with SAP heatmap.
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1. Insights into SAP testing best practices
2. Heatmap utilization for testing
3. Optimization of testing processes
4. Demo
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Execution from the test manager
Orchestrator execution result
Defect reporting
SAP heatmap example with demo
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Why are attacks on smart factories rising?
Cyber risk predictions
Axis of attacks – Europe
Systemic attacks in the Middle East
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https://arxiv.org/abs/2306.08302
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Quantum Computing: Current Landscape and the Future Role of APIs
Olmati and Giuliani
1. PROGRESSIVE COLLAPSE SUSCEPTIBILITY OF A LONG SPAN
SUSPENSION BRIDGE
Progressive Collapse and Structural Robustness: An International Perspective
Clay J. Naito, Ph.D., P.E., Associate Professor and Associate Chair
Konstantinos Gkoumas, Ph.D., P.E., Associate Researcher
Pierluigi Olmati 1
P.E., Ph.D. Student
Email: pierluigi.olmati@uniroma1.it
Luisa Giuliani 2
Ph.D., Assistant Professor
Email: lugi@byg.dtu.dk
1 Sapienza University of Rome
2 Technical University of Denmark (DTU)
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
2. 2 Presentation outline
Introduction on the progressive collapse
The Messina Strait Bridge
Damage based approach and numerical simulations
1
2
3
4 Conclusions
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
3. 3
Progressive Collapse case history
Ronan Point – May 16, 1968
Progressive Collapse triggered by
precast concrete bearing wall failure
(gas deflagration).
Ali Khobar – June 25, 1996
Progressive Collapse was stopped
(ANFO detonation, 9 ton TNTeq).
Oklahoma City – May 19, 1995
Progressive Collapse triggered by
concrete column failure
(ANFO detonation, 1.8 ton TNTeq).
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
4. 4
Progressive Collapse case history
Deutsche Bank – September 11, 2001
Progressive Collapse was stopped
(Debris impact).
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
5. 5
Ronan Point – May 16, 1968
General view of Ronan Point prior to
demolition/photo 1987/photographer
M Glendinning
Features:
- apartments building;
- built between 1966 and 1968;
- 64 m tall with 22 story;
- walls, floors, and staircases were made of precast
concrete;
- each floor was supported directly by the walls in
the lower stories, (bearing walls system).
References:
NISTIR 7396: Best practices for reducing the potential for
progressive collapse in buildings. Washington DC: National
Institute of Standards and Technology (NIST), 2007.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
6. 6
Cause Damage Pr. Collapse
Features:
- apartments building, built between ‘66 and ’68;
- 64 m tall with 22 story;
- walls, floors, and staircases were made of precast
concrete;
- each floor was supported directly by the walls in
the lower stories, (bearing walls system).
The event:
- May 16, 1968 a gas explosion blew out an outer
panel of the 18th floor;
- the loss of the bearing wall causes the
progressive collapse of the upper floors;
- the impact of the upper floors’ debris caused the
progressive collapse of the lower floors.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
Ronan Point – May 16, 1968
7. 7
Ali Khobar – June 25, 1996
References:
NISTIR 7396: Best practices for reducing the potential for
progressive collapse in buildings. Washington DC: National
Institute of Standards and Technology (NIST), 2007.
Features:
- apartments building;
- precast concrete wall and floor components
were the structural bearing system;
- ductile detailing and effective ties between
the precast components.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
8. 8
Features:
- apartments building;
- precast concrete wall and floor components
were the structural bearing system;
- ductile detailing and effective ties between
the precast components.
Cause Damage Pr. Collapse
The event:
- June 25, 1996 9 ton of
TNTeq detonated in front
of the building;
- the exterior wall was
entirely destroyed;
- collapse did not progress
beyond areas of first
damage.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
Ali Khobar – June 25, 1996
9. 9
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)
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).
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
10. 10
Cause Damage Pr. Collapse
Disproportionate Collapse ???
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
11. 11
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
12. 13
Cause Damage Pr. Collapse
Disproportionate Collapse ???
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Introduction
13. 14 Presentation outline
Introduction on the progressive collapse
The Messina Strait Bridge
Damage based approach and numerical simulations
Conclusions
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
14. 15
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Messina Bridge
15. 16
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Messina Bridge
16. 17
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Messina Bridge
Proposed Messina Strait Bridge
Length of main span: 10827 feet
Height of tower: 1255 feet
Golden Gate Bridge
Length of main span: 4200 feet
Height of tower: 746 feet
17. 18
DECK
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Messina Bridge
18. 19 Presentation outline
Introduction on the progressive collapse
The Messina Strait Bridge
Damage based approach and numerical simulations
Conclusions
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
19. 20
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
Damage based approach, numerical simulations
21. 22
East side
330 m
DS1
DS2
DS3
DS4
DS5
DS6
1650 m960 m
210 m
80 m
not to scale
Airbus A380-800
West side
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
22. 23
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
st side
330 m
DS1
DS2
DS3
DS4
DS5
DS6
210 m
8
Airbus
23. 24
1650 m960 m
not to scale
East hanger West hanger
Mid-point
West extremity point
East extremity point
Damage zone
East side
West side
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
24. 25
Moments on the high way deck – DS 1
Mid-point
West extremity point
Yield moment
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
25. 26
Moments on the high way deck – DS 3
Mid-point
West extremity point
Yield moment
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
26. 27
Moments on the high way deck – DS 4
Mid-point
West extremity point
Yield moment
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
27. 28
Moments on the high way deck – DS 5
Mid-point
West extremity point
Yield moment
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
28. 29
Moments on the high way deck – DS 6
Mid-point
West extremity point
Yield moment
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
29. 30
Average axial force on the East and West hangers
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
30. 31
Relative displacement at the Mid-point
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
31. 32
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Damage based approach, numerical simulations
32. 33 Presentation outline
Introduction on the progressive collapse
The Messina Strait Bridge
Damage based approach and numerical simulations
Conclusions
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
33. 34
On the numerical simulations:
1- The progression of the damage from the hangers to
the bridge deck occurs for at least 8 destroyed
hangers.
2 - The complete failure of the deck occurs for at least
10-12 destroyed hangers.
3 - The progression of the damage to an adjoin hanger
occurs for 12 destroyed hangers.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Conclusions
34. 35
On the performance evaluation of this long span
suspension bridge:
1- When the damage could be considered
disproportionate?
- When the deck fails?
- When the damage progresses to an adjoin
hanger?
(And when the initial damage could be considered
to be local?)
2- Research on the progressive collapse should lead on
a quantitative evaluation of the progressive collapse
susceptibility.
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org
1
2
3
4
Conclusions
35. Progressive Collapse and Structural Robustness: An International Perspective
Clay J. Naito, Ph.D., P.E., Associate Professor and Associate Chair
Konstantinos Gkoumas, Ph.D., P.E., Associate Researcher
Olmati P, Giuliani L
Sapienza University of Rome & DTU
pierluigi.olmati@uniroma1.it
www.francobontempi.org