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.
Parte C delle lezioni del
Corso di Dottorato sull'OTTIMIZZAZIONE STRUTTURALE
Prof. Ing. Franco Bontempi
Aprile - Maggio 2015,
Facolta' di Ingegneria Civile e Industriale
Universita' degli Studi di Roma La Sapienza
Parte C delle lezioni del
Corso di Dottorato sull'OTTIMIZZAZIONE STRUTTURALE
Prof. Ing. Franco Bontempi
Aprile - Maggio 2015,
Facolta' di Ingegneria Civile e Industriale
Universita' degli Studi di Roma La Sapienza
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.
Structural Integrity Evaluation of Offshore Wind TurbinesFranco Bontempi
Wind turbines are complex structures that should deal with adverse weather
conditions, are exposed to impacts or ship collisions and, due to the strategic roles in
the energetic supplying, can be the goal of military or malevolent attacks.
Even if a structure cannot be design to resist any unforeseeable critical event
or arbitrarily high accidental action, this kind of systems should be able to maintain
integrity and a certain level of functionality also under accidental circumstances,
which are not contemplated or cannot be considered in the usual design verification.
According to a performance-based design view, the entity of actions to be resisted
and the services levels to be maintained are the design objectives, which should be
defined by the stakeholders and by the designer in respect of the regulation in force.
For what said above, the structural integrity of wind turbines is a central issue
in the framework of a safe design: it depends on different factors, like exposure,
vulnerability and robustness. Particularly, the requirement of structural vulnerability
and robustness are discussed in this paper and a numerical application is presented,
in order to evaluate the effects of a ship collision on the structural system of an
offshore wind turbine.
The investigation resorts nonlinear dynamic analyses performed on the finite
element model of the turbine and considers three different scenarios for the ship
collision. The review of the investigation results allows for an evaluation of the
turbine structural integrity after the impact and permits to identify some
characteristics of the system, which are intrinsic to the chosen organization of the
elements within the structure.
2018 A. R.A, GOMES - Observ method in urban tunnelling - Sydney 2018Alexandre R.A. Gomes
The design and construction of any underground infrastructure must inevitably deal with the inherent uncertainties associated with the ground characteristics and variability, constraints in terms of ground investigation methods and design tools, and the limitations to accurately determine tunnelling-induced ground response and potential impact to adjacent infrastructure.
In view of the above, the use of the observational method is a key component in the modern design and construction of underground works, especially when those are excavated through variable and complex geology and shallow overburden conditions in an urban setting.
The lecture presents a comprehensive overview of international best practices on the use of the observational method in urban tunnelling, including a discussion on why it is necessary and how it is planned and implemented in the framework of an integral geotechnical risk management. The importance and the actual use (and misuse) of the observational method in urban tunnelling is illustrated by means of worldwide case-histories.
Strutture temporanee crosti ottobre 2014 sapienzaStroNGER2012
Lezione di Chiara Crosti
LA STATICA DEGLI ALLESTIMENTI TEMPORANEI PER EVENTI Quadro normativo e verifiche di sicurezza.
Venerdì 10 ottobre 2014,
Aula del Chiostro, Facoltà di Ingegneria Civile e Industriale,
Sapienza Università di Roma
Lezione del 12 ottobre 2016 al Corso di Progettazione Strutturale Antincendio,
Prof. Ing. Franco Bontempi
Facolta' di Ingegneria Civile e Industriale
Universita' degli Studi di Roma La Sapienza
Key Note Lecture at
The Eighth International Conference
on the Application of Artificial Intelligence to
Civil, Structural and Environmental Engineering
Rome, Italy
30 August - 2 September 2005
Concept Design- Gavin Orton, MADE City Builder Academy 2013Design South East
Presentation given by Gavin Orton of BPN Architects at MADE's July 2013 City Builder Academy. This presentation follows the design process for a recent project completed by BPN Architects. Also included are the career routes and education requirements for becoming a qualified architect
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.
Structural Integrity Evaluation of Offshore Wind TurbinesFranco Bontempi
Wind turbines are complex structures that should deal with adverse weather
conditions, are exposed to impacts or ship collisions and, due to the strategic roles in
the energetic supplying, can be the goal of military or malevolent attacks.
Even if a structure cannot be design to resist any unforeseeable critical event
or arbitrarily high accidental action, this kind of systems should be able to maintain
integrity and a certain level of functionality also under accidental circumstances,
which are not contemplated or cannot be considered in the usual design verification.
According to a performance-based design view, the entity of actions to be resisted
and the services levels to be maintained are the design objectives, which should be
defined by the stakeholders and by the designer in respect of the regulation in force.
For what said above, the structural integrity of wind turbines is a central issue
in the framework of a safe design: it depends on different factors, like exposure,
vulnerability and robustness. Particularly, the requirement of structural vulnerability
and robustness are discussed in this paper and a numerical application is presented,
in order to evaluate the effects of a ship collision on the structural system of an
offshore wind turbine.
The investigation resorts nonlinear dynamic analyses performed on the finite
element model of the turbine and considers three different scenarios for the ship
collision. The review of the investigation results allows for an evaluation of the
turbine structural integrity after the impact and permits to identify some
characteristics of the system, which are intrinsic to the chosen organization of the
elements within the structure.
2018 A. R.A, GOMES - Observ method in urban tunnelling - Sydney 2018Alexandre R.A. Gomes
The design and construction of any underground infrastructure must inevitably deal with the inherent uncertainties associated with the ground characteristics and variability, constraints in terms of ground investigation methods and design tools, and the limitations to accurately determine tunnelling-induced ground response and potential impact to adjacent infrastructure.
In view of the above, the use of the observational method is a key component in the modern design and construction of underground works, especially when those are excavated through variable and complex geology and shallow overburden conditions in an urban setting.
The lecture presents a comprehensive overview of international best practices on the use of the observational method in urban tunnelling, including a discussion on why it is necessary and how it is planned and implemented in the framework of an integral geotechnical risk management. The importance and the actual use (and misuse) of the observational method in urban tunnelling is illustrated by means of worldwide case-histories.
Strutture temporanee crosti ottobre 2014 sapienzaStroNGER2012
Lezione di Chiara Crosti
LA STATICA DEGLI ALLESTIMENTI TEMPORANEI PER EVENTI Quadro normativo e verifiche di sicurezza.
Venerdì 10 ottobre 2014,
Aula del Chiostro, Facoltà di Ingegneria Civile e Industriale,
Sapienza Università di Roma
Lezione del 12 ottobre 2016 al Corso di Progettazione Strutturale Antincendio,
Prof. Ing. Franco Bontempi
Facolta' di Ingegneria Civile e Industriale
Universita' degli Studi di Roma La Sapienza
Key Note Lecture at
The Eighth International Conference
on the Application of Artificial Intelligence to
Civil, Structural and Environmental Engineering
Rome, Italy
30 August - 2 September 2005
Concept Design- Gavin Orton, MADE City Builder Academy 2013Design South East
Presentation given by Gavin Orton of BPN Architects at MADE's July 2013 City Builder Academy. This presentation follows the design process for a recent project completed by BPN Architects. Also included are the career routes and education requirements for becoming a qualified architect
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.
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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
Between Filth and Fortune- Urban Cattle Foraging Realities by Devi S Nair, An...Mansi Shah
This study examines cattle rearing in urban and rural settings, focusing on milk production and consumption. By exploring a case in Ahmedabad, it highlights the challenges and processes in dairy farming across different environments, emphasising the need for sustainable practices and the essential role of milk in daily consumption.
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Book Formatting: Quality Control Checks for DesignersConfidence Ago
This presentation was made to help designers who work in publishing houses or format books for printing ensure quality.
Quality control is vital to every industry. This is why every department in a company need create a method they use in ensuring quality. This, perhaps, will not only improve the quality of products and bring errors to the barest minimum, but take it to a near perfect finish.
It is beyond a moot point that a good book will somewhat be judged by its cover, but the content of the book remains king. No matter how beautiful the cover, if the quality of writing or presentation is off, that will be a reason for readers not to come back to the book or recommend it.
So, this presentation points designers to some important things that may be missed by an editor that they could eventually discover and call the attention of the editor.
Connect Conference 2022: Passive House - Economic and Environmental Solution...TE Studio
Passive House: The Economic and Environmental Solution for Sustainable Real Estate. Lecture by Tim Eian of TE Studio Passive House Design in November 2022 in Minneapolis.
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- Let's imagine the perfect building
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Technoblade The Legacy of a Minecraft Legend.Techno Merch
Technoblade, born Alex on June 1, 1999, was a legendary Minecraft YouTuber known for his sharp wit and exceptional PvP skills. Starting his channel in 2013, he gained nearly 11 million subscribers. His private battle with metastatic sarcoma ended in June 2022, but his enduring legacy continues to inspire millions.
Back-analysis of the collapse of a metal truss structure
1. CAPE TOWN, SOUTH AFRICA, 2-4 SEPTEMBER 2013
BACK ANALYSIS OF THE COLLAPSE
OF A METAL TRUSS STRUCTURE
Chiara Crosti, Franco Bontempi
““SapienzaSapienza”” University of RomeUniversity of Rome
School of Civil and Industrial EngineeringSchool of Civil and Industrial Engineering
chiara.crosti@uniroma1.itchiara.crosti@uniroma1.it –– franco.bontempi@uniroma1.itfranco.bontempi@uniroma1.it
2. Radiohead’s concert, 2012
Image taken from:
http://abcnews.go.com/Entertainment/stage-collapses-
radiohead-concert
killing/story?id=16587415#.UGrriE3A9_c
Country music concert, 2011
Image taken from:
http://www.billboard.com/news/
Big valley Jamboree, 2009
Image taken from:
http://www.cbc.ca/news/canada/edmonton/story/2012/01
/20/edmonton-charges-stayed-big-valley-jamboree.html
Jovanotti’s concert, 2011
Image taken from:
http://tg24.sky.it/tg24/cronaca/photogallery/201
1/12/12/crollo_palco_concerto_jovanotti_trieste
.html
FORENSIC ASPECTS
chiara.crosti@uniroma1.it
1/27
3. http://www.udine20.it/wp-content/uploads/2012/03/palco-laura-pausini.jpg
CASE STUDY:
AIM OF THIS WORK:
The aim of this work was not to define who made the mistake, but:
a.to investigate which kind of “error” could have compromised the safety of this
structure; and,
b.to evaluate the consequence of these “errors” in terms of global structural
response.
chiara.crosti@uniroma1.it
2/27 FORENSIC ASPECTS
4. A temporary structure can be defined as a structure that can be readily and completely
dismantled and removed from the site between periods of actual use.
They comprise 3 distinct elements:
1. The foundations – designed to both support the structure and hold it down (due to wind-
uplift, sliding or over-turning).
2. The superstructure – to carry all the imposed vertical (gravity) loads safely to the ground,
e.g. people, equipment.
3. The stability system – bracing and other specialist members to resist horizontal loads, e.g.
due to crowd movement and wind loads.
TEMPORARY DEMOUNTABLE STRUCTURES (TDM)
FORENSIC ASPECTS
chiara.crosti@uniroma1.it
3/27
5. A temporary structure can be defined as a structure that can be readily and completely
dismantled and removed from the site between periods of actual use.
They comprise 3 distinct elements:
1. The foundations – designed to both support the structure and hold it down (due to wind-
uplift, sliding or over-turning).
2. The superstructure – to carry all the imposed vertical (gravity) loads safely to the ground,
e.g. people, equipment.
3. The stability system – bracing and other specialist members to resist horizontal loads, e.g.
due to crowd movement and wind loads.
TEMPORARY DEMOUNTABLE STRUCTURES (TDM)
FORENSIC ASPECTS
chiara.crosti@uniroma1.it
4/27
TIMELINE
6. SWISS CHEESE MODEL (Reason, 1997)
FORENSIC ASPECTS
chiara.crosti@uniroma1.it
5/27
7. Management &
Administration
Inadequate site
investigation
Inappropriate
ground condition
Inadequate safety
plan
………..
Inadequate
structural design
Failure to adopt
Building Codes
Inadequate loads
estimation
……..
Improper construction
procedure
Improper working position
Breach of regulation or code of
practice
………..
SWISS CHEESE MODEL (Reason, 1997)
FORENSIC ASPECTS
Built-up Load-inDesign
chiara.crosti@uniroma1.it
6/27
8. Management &
Administration
Inadequate site
investigation
Inappropriate
ground condition
Inadequate safety
plan
………..
Inadequate
structural design
Failure to adopt
Building Codes
Inadequate loads
estimation
……..
Improper construction
procedure
Improper working position
Breach of regulation or code of
practice
………..
COLLAPSECOLLAPSE
SWISS CHEESE MODEL (Reason, 1997)
FORENSIC ASPECTS
Built-up Load-inDesign
chiara.crosti@uniroma1.it
7/27
9. BUILD-UP PHASE (CASE STUDY)
Positioning on the ground
of the load distribution
plates
Positioning of the bases of
the columns
Assembling on the floor
of the roof structure
called “Space Roof”
Assempled and anchored
secondary beams
Lifting the columns of
the roof structure and
anchoring the top of the
columns to the roof
Assembling of the hung
beams and other
components of the stage
(lighting, video, etc.)
Rigging phase Delivery of the structure
for its use
Technical-administrative
testing
COLLAPSE
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
8/27
10. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
BUILD-UP PHASE (CASE STUDY)
chiara.crosti@uniroma1.it
9/27
11. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
BUILD-UP PHASE (CASE STUDY)
chiara.crosti@uniroma1.it
10/27
13. 15/22
FINITE ELEMENT MODEL
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
ton
A
B
C
1 2
16m
21.8m
33 m
a
b
c de
f
g hi
l m
a (ton) 8.7
b (ton) 6.5
c (ton) 8.7
d (ton) 2.3
e (ton) 2.3
f (ton) 7.75
g (ton) 4.3
h (ton) 5.6
I (ton) 5.6
l (ton) 6.7
m (ton) 6.7
MATERIAL: ALUMINIUM
EN AW-6082 T6
chiara.crosti@uniroma1.it
12/27
14. EUROCODE
φ 0.005
kc 1.224745 > 1
nc 1
ks 1.224745 > 1
ns 1
φ0 0.005
N 2.25E+05 N
φN 1.13E+03 N
This structure is designed to be indoor; therefore the structural elements were
designed to carry vertical loads but may not have been designed for lateral loads. That
could be a fatal error in the design phase, in fact, following what prescribed in the
UNI ENV 1999-1-1:2007, in order to run global analyses, it is necessary to take
account of horizontal forces due to the imperfections of the elements composing the
structure.
FAILURE TO ADOPT STANDARD PROCEDURES
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
NO HORIZONTAL LOADS
NO BRACING MEMBERS
chiara.crosti@uniroma1.it
13/27
15. Top of the column
Bottom of the column
Rigid or Hinged
Rigid or Hinged
IMPROPER CONSTRUCTION PROCEDURE
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
14/27
16. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
RIGID
HINGED
MODEL 5
Hinged
Rigid link
15/27
IMPROPER CONSTRUCTION PROCEDURE
17. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
RIGID
HINGED
Hinged
Hinged
Beam Element
MODEL 4
16/27
IMPROPER CONSTRUCTION PROCEDURE
18. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
Point contact element: used to model a gap between two surface,
stiffness is provided in compression but zero stiffness in tension
RIGID
UNILATERAL
1
2
3
4
5
6
7
8
Point contact
Element
L= 0.065 m
Beam Element
Hinged
Hinged
Hinged
Hinged
Hinged
Hinged
Hinged
Hinged
Translation
Stiffness
IMPROPER CONSTRUCTION PROCEDURE
17/27
MODEL 3
20. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
Model 1 Model 2
Model 0
GNL+ MNL+ Imperfection
GNL+ MNL
GNL
FINITE ELEMENT ANALYSIS RESULTS (Nonlinear)
19/27
21. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
Model 1 Model 3Model 2
Model 0
GNL+ MNL+ Imperf.+ unilat.restr.
GNL+ MNL+ Imperfection
GNL+ MNL
GNL
FINITE ELEMENT ANALYSIS RESULTS (Nonlinear)
19/27
Model 3
22. Load Factor = 0
Load Factor = 2
Load Factor = 3.5
Load Factor = 4.019
chiara.crosti@uniroma1.it
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE20/27
Dz = 11mm
Dz = 15mm
Load Factor = 4.019
MODEL 2
Dz = 7 mm
24. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
Model 1 Model 3Model 2
Model 0
Model 4
Model 5
GNL+ MNL+ Imperf.+ unilat.restr.
GNL+ MNL+ Imperfection
GNL+ MNL
GNL
GNL+ MNL+ Imperf.+ Hinges
GNL+ MNL+ Imperf.+ Hinges +
no outriggers
FINITE ELEMENT ANALYSIS RESULTS (Nonlinear)
22/27
25. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
Model 1 Model 3Model 2
Model 0
Model 4
Model 5
GNL+ MNL+ Imperf.+ unilat.restr.
GNL+ MNL+ Imperfection
GNL+ MNL
GNL
GNL+ MNL+ Imperf.+ Hinges
GNL+ MNL+ Imperf.+ Hinges +
no outriggers
FINITE ELEMENT ANALYSIS RESULTS (Nonlinear)
Load Factor
23% smaller
Initial
displacement
50% bigger
23/27
26. chiara.crosti@uniroma1.it
Model 3, ULF= 4.019 Model 4, ULF= 1.122 Model 5, ULF= 0.853Model 2, ULF= 3.946
24/27 INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
27. CONCLUSION
Inadequate site
investigation
SWISS CHEESE MODEL (Reason, 1997)
Management &
Administration
Design Built-up Load-in
COLLAPSECOLLAPSE
123
4
5
6
7
8
NO HORIZONTAL LOADS
NO BRACING MEMBERS
Failure to adopt
Building Codes
Improper construction
procedure
COLLAPSECOLLAPSE
chiara.crosti@uniroma1.it
25/27
28. Inadequate site
investigation
SWISS CHEESE MODEL (Reason, 1997)
Management &
Administration
Design Built-up Load-in
COLLAPSECOLLAPSE
NO HORIZONTAL LOADS
NO BRACING MEMBERS
Failure to adopt
Building Codes
Improper construction
procedure
COLLAPSECOLLAPSE
CONCLUSION
chiara.crosti@uniroma1.it
26/27
29.
30. StroNGER S.r.l.
Research Spin-off for Structures of the Next Generation
Energy Harvesting and Resilience
Rome – Athens – Milan – Nice Cote Azur
Sede operativa: Via Giacomo Peroni 442-444, Tecnopolo Tiburtino,
00131 Roma (ITALY) – info@stronger2012.com
Str
o N
GER
www.stronger2012.com
31. Model 1, ULF= 4.00
Model 2. ULF= 3.97
Model 3, ULF= 4.16
chiara.crosti@uniroma1.it
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
32. 1 kN
Rigid
Rigid
A
1 kN
Hinged
Rigid
B
1 kN
Rigid
Hinged
C
Columns going through the space roof Column not going through the space roof
1 kN
Rigid
Rigid
A
1 kN
Hinged
Rigid
B
1 kN
Rigid
Hinged
C
Node 42Node 42
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
A
B
C
chiara.crosti@uniroma1.it
3/22
34. Compression Tension
Maximum Compressive Strength = 2100 Kg
Mechanical properties for the “cut-off bar”
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
chiara.crosti@uniroma1.it
3/22
35. INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE
FINITE ELEMENT ANALYSIS RESULTS (Nonlinear)
Model 1 Model 3Model 2
GNL+ MNL+ Imperfection+ unilateral restraint
GNL+ MNL+ Imperfection
GNL+ MNL
GNL
Node where the Dx is measured
C2B2A2
chiara.crosti@uniroma1.it
3/22
36. Bending moment 1 trend of element 3001 (column C2)
chiara.crosti@uniroma1.it
3/22
37. Load Factor = 0
Load Factor = 2
Load Factor = 3.5
Load Factor = 4.019
chiara.crosti@uniroma1.it
INVESTIGATION ON TECHNICAL CAUSES OF THE COLLAPSE20/27