SEISMIC ENGINEERING - ATENA SPA
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FALSE CEILINGS
SEISMIC
ENGINEERING
FA L S E C E I L I N G S A N D C O V E R I N G S
FA L S E C E I L I N G S A N D C O V E R I N G S
INNOVATIVE ARCHITECTURAL SOLUTIONS For over 30 years Atena has been designing and manufacturing false
ceilings, external claddings and high quality naval fittings, producing in its
HIGH PERFORMANCE SYSTEMS factory in Italy and distributing in over fifty countries, through its dealers
ORIGINAL EXPRESSIVE POSSIBILITIES and partners.
Without any limit to its technical development, Atena offers innovative
solutions to realize the concepts of designers from all over the world.
It stands out for its ability to execute the most challenging projects by
creating special metal products for interiors and facade architecture.
To the commercial synergy with different international realities, Atena
combines direct collaboration with designers and companies, being able to
give its customer a 360 degrees assistance, from concept to installation;
providing a qualified executive design service and specialized consultancies
in acoustics, lighting and seismic engineering.
2 3
Photo: “Atena Monolithic Islands System”, new Danieli Autyomation S.p.A. offices, Mingotti Architetti associati studio. Buttrio (UD).
Anti-seismic techniques are the only ones capable of effectively ensuring a
preventive protection from material damages and of people safety.
In this context, the regulatory framework has made the design criteria of
structural, primary, secondary and nonstructural elements increasingly
stringent. Among these nonstructural elements, the false ceiling plays a
leading role, because its possible - even partial- fall can bring to serious
safety risks and deadly consequences.
In this area, Atena has been involved for over ten years with constant
TECHNICAL AND FUNCTIONAL ASPECTS theoretical and experimental research. This led to the realization of
AESTETHIC VALUE AND EXECUTIVE PRECISION patented systems for anti-seismic ceilings, capable of effectively dissipating
telluric energy, preventing the elements from falling.
CUSTOMIZED SOLUTIONS
The experimental campaign conducted with University of Padova’s
Department of Civil, Construction and Environmental Engineering (DICEA),
allowed to test the performance of the Atena Antiseismic Line with
a last generation experimental apparatus. The results obtained have
demonstrated the effectiveness of the systems adopted and became the
starting point of the new models of anti-seismic kits for great heights.
Designing can be simple; the Atena Antiseismic Line includes technical
solutions and punctual advice for sizing the false ceiling system: together
we can overcome construction site constraints and give shape to new
design standards.
4 5
Photo: “Atena 15 Linear Design System”, Amazon Offices. Romania.
INDEX
8 SEISMIC ENGINEERING
9 SEISMIC RISK
12 REGULATORY FRAMEWORK
12 DESIGN CRITERIA
14 LIMIT STATES
20 ATENA EXPERIMENTAL CAMPAIGN
28 ANTI-SEISMIC SYSTEMS Plenum ≤1,2 m
ATENA-IT.COM 40 ANTI-SEISMIC SYSTEMS Plenum >1,2 m
6 52 FREQUENTLY ASKED QUESTIONS
Photo: Atena 24 Linear Tegular System
ANTI-SEISMIC ATENA LINE
SEISMIC ENGINEERING SEISMIC RISK
Seismic engineering studies the
mechanical response of structures
SEISMIC HAZARD
to earthquakes, the methodologies MAP
for designing of new buildings and
for adaptation of existing buildings,
according to anti-seismic criteria to The seismic hazard map of the national territory introduced with the Ministerial
reduce the seismic risk. Decree 14.09.2005 provides a picture of the most dangerous areas in Italy in terms
of horizontal acceleration of the soil with a probability of excess of 10% in 50
Anti-seismic techniques are the only years, referred to rigid soils (V s30> 800 m/s; cat. A, point 3.2.1 of Ministerial Decree
ones capable of effectively ensuring 14.09.2005). The subsequent PCM ordinance n.3519/2006 has made the map an
a preventive protection from material official reference tool for seismic design, and has introduced a new calculation
damages and of people safety. system based on a point-distributed statistical approach, which allows to precisely
In this sense, the structural dynamics define the seismic hazard of a site.
plays an important role both in the design
from scratch, and in the interventions For each construction it is therefore necessary to consider a specific reference
of existing structures reinforcement, so seismic acceleration value, identified on the basis of the geographical coordinates
that they can withstand severe dynamic of the project area, depending on the nominal life of the work.
actions, due for example to earthquakes,
hurricanes, wind, etc. When the Technical Standards for Construction, NTC, (Ministerial Decree 14.01.2008
updated with Ministerial Decree 17.01.2018) entered into force, the anti-seismic
design criteria have also been extended to non-structural construction elements,
The fundamental criterion of conventional
such as false ceilings, which must be verified together with the connections
anti-seismic constructions is that of
to the structure.
realizing works that allow saving human
lives, while sacrificing the structural
integrity of buildings.
85% of Italian national surface is characterized by a
significant seismic risk. In these areas 80% of the
The latest generation of seismic isolation Italian population resides, occupying insecure
techniques allow structures design and obsolete buildings, built in most cases
that are not subject to soil vibrations, before the introduction of anti-seismic
by applying seismic isolators. Placed regulations. The interventions to reduce
between the foundations and the the buildings vulnerability are inserted
superstructure, they reduce the transfer in this context, in order to reduce
of stress from the ground the seismic risk of the overall
to the superstructure itself. Country System.
The isolation system therefore limits
the intensity of the seismic action and
consequently the transmission of the
movements induced by it.
Expected acceleration
with a probability of 10%
Increasing the time period of vibration of in 50 years (g).
the building, through a suitable isolation
0 - 0.25 g
system, is one solution to obtain the 0.025 - 0.05
seismic force cutting at the base of the
0.05 - 0.075
structure. This allows the structure to 0.075 - 0.1
get in the range of lower accelerations, 0.1 - 0.125
which is a winning point of isolated 0.125 - 0.15
constructions, compared with traditional 0.15 - 0.175
ones. By decoupling the motion of the 0.175 - 0.2
0.2 - 0.225
ground from the motion of the building 0.225 - 0.25
in this way, the structure remains intact
0.25 - 0.275
within the elastic field. 0.275 - 0.3
8 zonesismiche.mi.ingv.it - GdL MPS, 2004; 9
ref. PCM Ordinance of 28 april 2006, n. 3519, All. 1b
ANTI-SEISMIC ATENA LINE
SEISMIC RISK HAZARD, VULNERABILITY, EXPOSURE
The seismic risk is the measure Specifically, the seismic vulnerability of a
structure is represented by an indicator that Figure A
used in seismic engineering to
assess the expected damage relates the capacity of resistance and / or
HAZARD
following a possible seismic displacement of the structure and the request
event, and is a function of three in terms of resistance and / or displacement
variables: of the earthquake. In this sense it is defined
as “the relationship between the seismic VULNERABILITY
action corresponding to the achievement of Hazard=10
Risk R = H x V x E the capacity of the structure and the seismic
EXPOSURE
Vulnerability=10
demand at the ultimate limit state”. Exposure=10
Risk
Indicator extimation, according to the design (HxVxE)=1000
procedure foreseen by paragraph 8.5 of the
Hazard meant as the probability
NTC, is based on analysis, calculations, tests
that a certain shaking value will
and linear and non-linear calculation methods.
occur in a given time interval.
Once some input elements Reducing the vulnerability index of the Figure B
and reference parameters are structure means intervening in terms of
known (such as source zones, structural and non-structural adaptation of HAZARD
acceleration or displacement the building. Using a suitable false ceilings,
shaking, type of soil) it is possible for example, allows to lower the vulnerability
to define the seismic hazard. index (Fig C), while the application of seismic
The more likely it will be to have insulators located between the foundations VULNERABILITY
VU
Hazard=10
a seismic acceleration of a given and the superstructure allows to reduce the
RD
LN
Vulnerability=10
value within a certain time frame, intensity of the seismic action, reducing both
ER
EXPOSURE
ZA
Exposure=1
the higher the seismic hazard the vulnerability index and the exposure
AB
HA
Risk
will be. factor (fig. B).
ILIT
(HxVxE)=100
Y
Vulnerability in meant as a In the images here aside, four different
measure of the buildings’ ability conditions are shown, where for the same
to withstand the earthquake, EXPOSURE hazard in a given geographical area, the Figure C
as it indicates the possibility seismic risk changes with exposure and
that an area suffers in terms of vulnerability. Let’s think for example of a HAZARD
economical damage, of lifes loss, school building:
or cultural heritage damages. PROTECTION
It should be remembered figure A describes a condition of maximum SYSTEM
that the earthquake is a non- Hazard: there are people in the building, even
The seismic risk depends on VULNERABILITY Hazard=10
periodic natural dynamic load, if it is not suitable in relation to the degree
the interaction of 3 factors: of physical hazard of the area in which it is Vulnerability=5
as its intensity, direction and / or EXPOSURE
located; Exposure=10
position varies over time. In this
Hazard (H) Risk
sense, one of the most important In figure B the exposure is reduced preventing
Vulnerability (V) (HxVxE)=500
applications of the theory of access to the structure but thus compromising
Exposure (E)
structural dynamics is surely its use;
that of analyzing the response of
To reduce the seismic risk it In figure C the risk is reduced due to a
structures to earthquakes.
is necessary to intervene on decrease in vulnerability only through Figure D
the factors that determine it. interventions on structural, secondary and
Exposure is intended as socio- Not being able to intervene HAZARD
non-structural components of the vulnerable
economic evaluation of the on the Hazard, which is buildings;
consequences of an earthquake, the probability that the
in relation to population density, earthquake will occur, it In figure D, the ideal situation, the
quantity and value of historical, will be necessary to work interventions of design from scratch or VULNERABILITY
artistic and monumental heritage Hazard=10
in order to reduce Exposure restructuring are radical and therefore a
of a given place. twofold action occurs which affects both the Vulnerability=5
and Vulnerability. EXPOSURE
vulnerability and the exposure. Exposure=1
10 Risk 11
(HxVxE)=50
ANTI-SEISMIC ATENA LINE
NON-STRUCTURAL SEISMIC
BUILDING ELEMENTS DEMAND
As non-structural constructive The seismic demand on non-structural
elements, we mean those with elements can be determined by
stiffness, strength and mass such as
applying a horizontal force Fa defined
to significantly influence the structural
as follows:
response and those which are equally
significant for the purposes of safety
and / or the safety of people, while not
affecting the structural response. Fa = (S a · Wa )/q a [7.2.1]
The capacity of non-structural
elements, including any structural where
elements that support and link them,
must be greater than the seismic
F a is the horizontal seismic force
demand corresponding to each
of the limit states to be considered distributed or acting in the center of
(see § 7.3.6). mass of the non-structural element,
in the most unfavorable direction,
When the non-structural element resultant of the distributed forces
is built on site, it is the structure proportional to mass;
designer’s responsability to identify
REGULATORY FRAMEWORK 7.2.3. DESIGN CRITERIA the demand and design its capacity S a it is the maximum acceleration,
according to proper formulations and it adimensionalized with respect to
OF SECONDARY STRUCTURAL ELEMENTS
is a task of the construction manager gravity, that the non-structural element
AND NON-STRUCTURAL BUILDING
The first anti-seismic regulation in to verify its correct execution. When, undergoes during the earthquake and
ELEMENTS on the other hand, the non-structural
Europe was born in the Kingdom of corresponds to the analyzed limit state
Naples, by the will of the Bourbons, element is assembled on site, tasks
(see § 3.2.1);
after the devastating earthquake that Some structural elements can be considered are divided as follows: the structure
struck Calabria in 1783, but only with “secondary”; in the analysis of the seismic designer has to identify the demand, W a is the weight of the element;
the law of February, 2nd, 1974, n.64, response, the stiffness and resistance to the the supplier and / or installer has
containing provisions for buildings horizontal actions of these elements can be to provide elements and connection q a is the behavior factor of the
with special requirements for seismic overlooked. systems with adequate capacity and element.
zones, the anti-seismic criteria are These elements are designed to withstand the construction manager has to check
spread in the structural design vertical loads only and to follow the correct assembly.
In the absence of specific determinations,
practices of buildings. movements of the structure without losing
for S a and q a, we can refer to documents of
their bearing capacity. If the distribution of non-structural
These aspects have been made more proven validity.
stringent after the tragic events of The secondary elements and their elements is highly irregular in plan,
the effects of this irregularity must be The explanatory memorandum of the NTC
2007 in Peru and 2008 in Italy. connections must therefore be designed
evaluated and taken into account. 2018 n.7 of the C.S.LL.PP. of 01/21/2019
and equipped with construction details
Therefore specific anti-seismic This requirement is considered reports the method of calculating the
to support the gravitational loads, when
design criteria also for plants and for subjected to displacements caused by the satisfied if the accidental eccentricity adimensionalized acceleration (S a) and
non-structural elements (par. 7.2.3) most unfavorable of the ULS design seismic referred to in § 7.2.6 is increased by a establishes the factor q a equal to 2. Among
have been introduced only with the conditions, evaluated, in the case of linear factor of 2.
the international normative references we
entry into force of the Technical analysis, according to § 7.3. 3.3, or, If the distribution of non-structural cite as examples the Manuals for the visual
Regulations for Constructions (NTC in the case of non-linear analysis, elements is strongly irregular
survey of potential risk situations of the
- 14/01/2008), replaced now by the according to § 7.3.4. in height, we must consider the
Federal Emergency Management Agency
2018 update (D.M. dated 17,01,2018 possibility of strong concentrations
entered in force on 22.03.18) and the of damage at levels characterized by (FEMA 154, FEMA 155, FEMA 178) of the
In any case the choice of the elements
publication of the guide lines for the to be considered secondary structure may significant reductions of non-structural USA. These protocols refer to seismic risk,
reduction of vulnerability of non- determine the transition from “irregular” elements with respect to adjacent but methods, concepts and methods for
structural elements (issued by the structure to “regular”, as defined in §7.2.1, levels. This requirement considered summarizing the results can be considered
Department of Civil Protection of the nor the total contribution to stiffness satisfied if the seismic demand on the valid in general.
Presidency of the Council of Ministers and resistance to horizontal actions vertical elements (pillars and walls) of
in 2009). of the secondary elements may exceed the levels with a significant reduction
15% of the analogous contribution of the of non-structural elements is increased
12 primary elements. by a factor of 1.4. 13
ANTI-SEISMIC ATENA LINE
STATI LIMITE STATI LIMITE
DI ESERCIZIO
Nell’ingegneria strutturale Gli stati limite di esercizio si verificano quando non risultano più soddisfatti i
si intende per stato limite requisiti di esercizio prescritti. Il superamento di uno stato limite di esercizio
una condizione superata può avere carattere reversibile o irreversibile: nel primo caso i danni o le
la quale, la struttura in deformazioni sono reversibili e cessano non appena sia eliminata la causa
esame o uno dei suoi che ha portato al superamento dello SLE; nel secondo caso si manifestano
elementi costitutivi non
soddisfa più le esigenze S.L.E. danneggiamenti o deformazioni permanenti inaccettabili e ineliminabili per
mezzo della soppressione della causa che le ha generate. Come definito dal
per le quali è stata D.M. 14.01.2008 nei confronti delle azioni sismiche gli stati limite di esercizio
progettata. dinamici si suddividono in:
1) SLO Stato limite di operatività
Gli stati limite si 2) SLD Stato limite di danno.
distinguono in:
1) S.L.U.
Stati Limite Ultimi
STATI LIMITE STATI LIMITE
2) SLE
DI OPERATIVITÀ DI DANNO
Stati Limite di Esercizio
S.L.D.
S.L.0.
Per stati limite di operatività Nella definizione di stati limite di danno,
STATI LIMITE Gli stati limite ultimi sono associati al valore estremo della capacità portante
si intende quando a seguito a seguito del terremoto, la costruzione
o ad altre forme di cedimento strutturale che possono mettere in pericolo
ULTIMI del terremoto, la costruzione nel suo complesso (includendo elementi
la sicurezza delle persone. Alcuni esempi delle cause che possono condurre
nel suo complesso strutturali, elementi non strutturali,
agli S.L.U. sono la perdita di stabilità di parte o dell’insieme della struttura, la
(includendo elementi apparecchiature rilevanti, ecc.) subisce
rottura di sezioni critiche della struttura, la trasformazione della struttura in un
strutturali, elementi non danni tali da non mettere a rischio
meccanismo, l’instabilità in seguito a deformazione eccessiva, il deterioramento
strutturali, ecc.) non deve gli utenti e da non compromettere
in seguito a fatica, le deformazioni di fluage o fessurazioni, che producono un
subire danni ed interruzioni significativamente la capacità
cambiamento di geometria tale da richiedere la sostituzione della struttura. Il
S.L.U. superamento di uno stato limite ultimo ha carattere irreversibile e si definisce
d’uso significativi; di resistenza e di rigidità nei confronti
delle azioni verticali ed orizzontali,
collasso. Nei confronti delle azioni sismiche (SLU dinamici) gli stati limite ultimi
mantenendosi immediatamente
si suddividono in (D.M. 14.01.2008): 1) S.L.V. Stato Limite di salvaguardia della
utilizzabile pur nell’interruzione d’uso
Vita e 2) S.L.C. Stato Limite di prevenzione del Collasso
di parte delle apparecchiature.
STATI LIMITE STATI LIMITE DI PREVENZIONE
DI SALVAGUARDIA DELLA VITA DEL COLLASSO
S.L.V.
S.L.C.
Per stato limite di salvaguardia Si definiscono stati limite di
della vita si intende quando prevenzione del collasso quando
a seguito del terremoto, la a seguito del terremoto la
costruzione subisce rotture costruzione subisce danni molto
e crolli dei componenti non gravi ai componenti strutturali
strutturali ed impiantistici nonchè gravi danni e crolli dei
e significativi danni dei componenti non strutturali;
componenti strutturali cui si la costruzione conserva ancora
associa una perdita significativa un margine di sicurezza per
di rigidezza nei confronti delle azioni verticali ed un esiguo
azioni orizzontali; la costruzione margine di sicurezza nei
conserva, invece, una parte confronti del collasso per
della resistenza e rigidezza azioni orizzontali.
per azioni verticali e un margine
di sicurezza nei confronti
14 del collasso per azioni sismiche 15
orizzontali.
Foto: “Sistema Atena Brett parallel”
La Macchina del Tempo-Museo Alfa Romeo.
Arese.
ANTI-SEISMIC ATENA LINE
VERIFICA NEI CONFRONTI LIVELLI PRESTAZIONALI
DEGLI STATI LIMITE IN RELAZIONE AGLI STATI LIMITE
Per tutti gli elementi Le verifiche degli elementi strutturali primari (ST) si eseguono, come sintetizzato CLASSI
Circolare
ST NS IMP D’USO
strutturali primari e nella tabella 7.3.III, in dipendenza della Classe d’Uso (CU): STATI DESCRIZIONE
Applicativa
secondari, gli elementi LIMITE DELLA PRESTAZIONE
FUN
n°292017
STA
STA
DUT
RES
SPO
RIG
- nel caso di comportamento strutturale non dissipativo, in termini di rigidezza (RIG) 1 2 3|4
non strutturali e TAB.C7.3.I
e di resistenza (RES), senza applicare le regole specifiche dei dettagli costruttivi e
gli impianti si deve Limitazione del danno degli
della progettazione in capacità; Stati limite
verificare che il valore NS
7.3.6.1
strutturali elementi non strutturali, o
delle pareti per le costruzioni
x
di ciascuna domanda - nel caso di comportamento strutturale dissipativo, in termini di rigidezza (RIG), primari, ST
SLO
di progetto, definito elementi non di muratura
di resistenza (RES) e di duttilità (DUT) (quando richiesto), applicando le regole strutturali e
dalla tabella 7.3.III per impianti:
7.3.6.3
specifiche dei dettagli costruttivi e della progettazione in capacità. Le verifiche degli
ciascuno degli stati limite descrizione IM Funzionamento degli impianti x
SLE
elementi strutturali secondari si effettuano solo in termini di duttilità.
richiesti, sia inferiore al delle prestazioni
Le verifiche degli elementi non strutturali (NS) e degli impianti (IM) si effettuano e corrispondenti
corrispondente valore verifiche Controllo del danno degli
7.3.1
ST x
della capacità in termini di funzionamento (FUN) e stabilità (STA), come sintetizzato nella tabella elementi strutturali
7.3.III, in dipendenza della Classe d’Uso (CU).
SLD
di progetto.
Controllo del danno degli
NS
7.3.6.1
elementi non strutturali, o
delle pareti per le costruzioni
x x
ST
di muratura
TAB. 7.3.III LEGENDA
Livello di danno degli elementi
Stati limite strutturali primari, elementi non strutturali e impianti CU = classe d’uso strutturali coerente con il
7.3.6.1
fattore di comportamento
ST = elementi strutturali ST
adottato, assenza di rotture
x x x
CU-1 CU-2 CU-3 e 4 NS = elementi non strutturali fragili e meccanismi locali/
STATI globali instabili
IM = impianti
LIMITE ST ST NS IM ST NS IM
SLV
SLE = stato limite di esercizio
Assenza di crolli degli
7.3.6.3
SLU = stato limite ultimo elementi non strutturali
SLO RIG NS
pericolosi per l’incolumita, pur
x x
SLO = stato limite di operatività
SLE in presenza di danni diffusi
SLU
SLD RIG RIG RES SLD = stato limite di danno
7.3.6.3
SLV = stato limite di salvaguardia della vita Capacità ultima degli impianti
IM x x
SLV RES RES STA STA RES STA STA SLC = stato limite di collasso e dei collegamenti
SLU RIG = verifiche di rigidezza
SLC DUT** DUT** Margine di sicurezza
7.3.6.1
RES = verifiche di resistenza
DUT
ST sufficiente per azioni verticali x x
STA = verifiche di stabilità ed esiguo per azioni orizzontali
SLC
(*) Per le sole CU III e IV, nella categoria Impianti ricadono anche gli arredi fissi. DUT = duttilità
Capacità di spostamento dei
7.10.6.2.2
(**) Nei casi esplicitamente indicati dalle presenti norme. SPO = spostamento assoluto
SPO
ST dispositivi nelle costruzioni con x x
isolamento sismico
VERIFICHE
Le nuove NTC 2018 introducono sostanzialmente una “verifica di stabilità (STA)”,
anche per gli elementi non strutturali per i quali “devono essere adottati magisteri atti
NTC 2018 I controsoffitti
ad evitare la possibile espulsione sotto l’azione della (Fa) Forza Sismica Orizzontale
7.2.3 vanno verificati
(v. § 7.2.3) corrispondente allo (SL) Stato Limite e alla (CU) Classe d’Uso considerati”.
per gli stati
In tal senso, rispetto all’edizione 2008 le verifiche da effettuare sugli elementi limite
secondari non cambiano e devono sempre essere eseguite per lo Stato Limite di SLV | SLO
Salvaguardia della Vita (S.L.V.). Le nuove norme sostanzialmente specificano che e per edifici in
la verifica da effettuare è una verifica di stabilità da eseguire per le sole Classi d’Uso classe III e IV
II, III e IV, sebbene il requisito prestazionale richiesto risulti invariato. non devono
subire danni
UNI EN 13964 Nello specifico dei controsoffitti la stessa norma armonizzata 13964 precisa -
4.3.7 “nel caso in cui il controsoffitto è esposto a scosse sismiche, deve essere presa in
considerazione la ENV 1998-1. Il controsoffitto deve essere progettato in modo che
Resistenza le azioni verticali ed orizzontali provocate dagli impatti sismici non provochino un
16 sismica danno o un cedimento”. 17
ANTI-SEISMIC ATENA LINE
CLASSI D’USO WIND LOAD UNI EN 13964
DELLE COSTRUZIONI RESISTANCE 4.3.5
Il D.M. 17/01/2018 ha suddiviso le costruzioni in cinque classi d’uso in The safety checks of civil constructions The reference technical standard UNI EN
D.M. riferimento alle conseguenze di un’interruzione di operatività o di un
eventuale collasso
take into account all those actions that
can induce stresses in a structure. This
13964 “Suspended ceilings - requirements
and test methods” defines the characteristics
17/01/2018 Classe I: Costruzioni con presenza solo occasionale di persone, edifici
in order to ensure that the construction
is able to withstand the actions it may of false ceilings in relation to wind loads
agricoli.
2.4.2 be subjected to, with adequate security, resistance.
Classe II: Costruzioni il cui uso preveda normali affollamenti, senza respecting the necessary conditions
If the false ceiling is expected to be
contenuti pericolosi per l’ambiente e senza funzioni pubbliche e sociali for its normal exercise and to ensure its
essenziali. Industrie con attività non pericolose per l’ambiente. durability. subjected to the internal wind load (for
Ponti, opere infrastrutturali, reti viarie non ricadenti in Classe d’uso These actions are divided into: example in the case of windows, doors that
III o in Classe d’uso IV, reti ferroviarie la cui interruzione non provochi open), all the necessary design measures
a) direct actions (forces):
situazioni di emergenza. Dighe il cui collasso non provochi conseguenze
rilevanti. A titolo di esempio rientrano in questa classe le civili abitazioni. • • permanent loads (own weight and must be taken to allow the membrane
other fixed loads); components and the substructure to
Classe III: Costruzioni il cui uso preveda affollamenti significativi.
Industrie con attività pericolose per l’ambiente. Reti viarie extraurbane
• • variable loads (service loads, snow, withstand the upward and / or downward
wind, earthquake, earth pressure, wind loads.
non ricadenti in Classe d’uso IV. Ponti e reti ferroviarie la cui interruzione
dynamic forces, etc.);
provochi situazioni di emergenza. Dighe rilevanti per le conseguenze
b) indirect actions transmitted In conditions of internal wind loads, the
di un loro eventuale collasso. In questa categoria possono rientrare
indicativamente scuole, teatri, musei, in quanto edifici soggetti ad deformations), thermal variations, membrane and the ceiling substructure
affollamento e con la presenza contemporanea di comunità con shrinkage, pretensioning, constraint must maintain their stability and integrity
dimensioni significative. displacements, assembly defects, etc.;
and although some deformations may be
c) chemical-physical actions due to: acceptable, false ceilings and their parts
Classe IV: Costruzioni con funzioni pubbliche o strategiche importanti,
aggressive agents, humidity, frost,
anche con riferimento alla gestione della protezione civile in caso di must be designed so as not to collapse
harmful materials, etc.
calamità. Industrie con attività particolarmente pericolose per l’ambiente. under this condition.
Reti viarie di tipo A o B, di cui al DM 5/11/2001, n. 6792, “Norme funzionali
e geometriche per la costruzione delle strade”, e di tipo C quando Actions to be considered in the
appartenenti ad itinerari di collegamento tra capoluoghi di provincia non constructions generally include:
altresì serviti da strade di tipo A o B. Ponti e reti ferroviarie di importanza • weights of the constituent elements;
critica per il mantenimento delle vie di comunicazione, particolarmente • permanent loads;
dopo un evento sismico. Dighe connesse al funzionamento di acquedotti • variable overloads;
• temperature variations; Suspended ceilings for outdoor have always
e a impianti di produzione di energia elettrica. Appartengono a questa
classe edifici come ospedali, caserme, municipi ecc. • settlement of constraints; to be sized to withstand the action of the
• wind loads; wind in combination with other normal loads.
• snow loads; Exceptional actions such as earthquakes,
• seismic and dynamic actions in general;
explosions, hurricanes, etc., should not be
• exceptional actions (hurricanes, bumps,
added / combined, but calculated individually.
explosions, etc.).
Also the false ceilings for internal use
Regardless of adopted verification have be designed considering both for the
method, admissible tensions or limit action of the wind and for the action of the
states, in each verification the actions
earthquake.
must be adequately combined according
to load conditions such as to be The NTC 2018 § 3.3.8.5 specify that the
more unfavorable than the individual internal pressures of the buildings depend
verifications, taking into account the on the surface of the openings they present
reduced probability of simultaneous
towards the outside and distinguish 3 cases
intervention of all actions with
that imply specific calculation methods
respective most unfavorable values.
and different values, both for the internal
pressure coefficients, and for the reference
heights. It is therefore important in the
design phase to define to which category
the false ceiling is for the calculation
18 of internal pressure. 19
Photo: Starbucks Roastery. Milan.ANTI-SEISMIC ATENA LINE
EXPERIMENTAL CAMPAIGN
With the desire to investigate
the issues related to the safety
TEST METHODS
of its products, further testing
their performance, Atena started Currently it is possible to study the
a collaboration in 2015 with the anti-seismic response of the false
Department of Civil, Construction and ceiling using two different types
Environmental Engineering (DICEA) of of test:
the University of Padua, which led in
Qualifying test, a method
2016, to the start of a research project
usually associated with tests on
aimed at testing the performance of the
a vibrating table, which allows
anti-seismic line for false ceilings, of
the verification of the fulfillment
which the patented Atena anti-seismic
of a predetermined acceptance
kit is part.
criterion;
The team’s work initially focused on Fragility test, associated with
the local study of the connections of quasi-static cyclic tests and allows
T-shaped load-bearing profiles, through the analysis of the progressive
laboratory tests at the University, damage to the system and to
continued with the construction of an correlate it with parameters of
innovative experimental apparatus, interest.
able to test the global seismic behavior
of Athena’s false ceilings.
For the first time at international level,
a Fragility test protocol was used as
a test method to assess the system’s
response to the induced stresses. The
collapse of the panels, the breaking of
the internal joints, the deformation of
the profiles and the interaction of the
false ceilings with the lighting bodies
and the pipe systems represent, in
fact, the main causes of collapse and
therefore it is necessary to prepare a
correct analysis of the seismic behavior
of these non-structural elements.
NEW STUDY
PROTOCOLS
The effectiveness of the Athena anti-seismic systems was verified
experimentally by the Department of Civil, Construction and
Environmental Engineering (DICEA) of the University of Padua,
which conducted the first international campaign of cyclical, quasi-
static and monotonous tests on seismic behavior of the anti-seismic
Athena ceilings.
20 21
Photo at page 20: “System Atena Domino” | Photo at page 21: “test set-up of Atena Easy Antiseismic”ANTI-SEISMIC ATENA LINE
FRAGILITY TEST
AND TESTING EQUIPMENT
The Qualifying test conducted on a
vibrating table has some limitations
that should not be underestimated.
These are the application of a test
protocol that uses an American
formulation for estimating the force to
be applied, the use of a single sample
and the type of result: the sample
will simply «pass» or «not pass» the
text with respect to a force applied
consistently with the provisions of the
reference protocol of the test.
Thanks to the collaboration with
the University of Padua, Atena
S.p.A. has been able to use a
valid alternative to study the
seismic behavior of false ceilings:
an innovative experimental
equipment conceived by the
research group, for the realization Photo: “Test Set Up” Photo: “Test Set Up of Atena Matrox System”
of quasi-static cyclic tests.
The testing equipment used is a frame
structure made of steel columns that
support the slab in XLAM, which in BUILDING LOADING MECHANICAL RESISTANCE
turn, allows the housing of the false
ceiling panels. HISTORY AND EVALUATION OF MOVEMENT
The suspension system of the false
ceiling consists of hangers fixed to the The load history is defined in accordance In addition to the evaluation of the mechanical resistance of the bracing
profiles that make up the false ceiling with the protocol foreseen by the FEMA461 system up to the breaking point, the displacement of the components was
structure and to the slab in XLAM. guidelines for non-structural elements. monitored and evaluated. These aspects are important to evaluate the
Inside the testing equipment two twin effectiveness of the system’s overall resistance to stress and prevent it from
Ultimately the set up, in the rigid floor falling. In particular, for all types of Atena anti-seismic kits, a monotonic
samples of false ceiling are placed,
configuration, allows you to test at the same failure thrust test and an quasi-static cyclic test with cycles of increasing
each of which is equipped with an
time: amplitude up to failure were carried out.”
anti-seismic cross bracing system with
relative joint. • The effectiveness of the false ceiling
While the monotonic test imposes a single increasing thrust, the cyclic test
perimeter constraints;
This way the samples are subjected is carried out by performing 10 loading steps, each of which consists of two
to controlled displacements, applied • The ability of false ceiling’s suspension cycles of equal width. The definition of the amplitudes of the cycles is based
at a constant speed, by means of hangers to withstand horizontal on the definition of the lightest and the most serious state of damage.
a trapezoidal screw jack, while a movements without unhooking; The latter are identified in accordance with the protocol, a priori, through the
load cell allows to monitor the force • The membrane resistance of the false monotonic test.
applied to the system. ceiling, that is the ability to transmit
the horizontal forces imposed on the In the specific case of the tests performed, in no case the preliminary
A horizontal frame appropriately bracing system without preventive monotone tests showed a state of initial damage that could be univocally
braced and constrained to such breaks; defined. Furthermore, the load-displacement curves did not make it possible
instrumentation allows the application
of a uniform displacement to the whole
• The mechanical response (stiffness, to identify a point of complete damage to the system within the maximum
resistance, ductility, etc.) of the anti- stroke capacity of the jack (10 cm); value already significantly higher than
system (condition of rigid plane). the perimeter gaps granted for the implementation of these systems.
seismic joints of the false ceiling that
is returned by recording the load- Based on these observations, the load history was defined uniformly for all
displacement curves. the cyclic tests, assuming the maximum stroke of the jack as the width of the
last cycle and deriving from this the amplitude of the previous cycles.
22 23ANTI-SEISMIC ATENA LINE
TEST PARAMETERS
RESULTS OF
• The displacement was applied at a
CONDUCTED TESTS
constant speed of 18 mm / min by
means of a trapezoidal screw jack;
• The load was monitored through a In general, the data obtained from the
2.5 t load cell interposed between the tests, conducted on the different types of
screw of the jack and the set-up; Anti-seismic kits, have demonstrated the
• The loading history was defined in resistance of the systems designed and
accordance with protocol provided manufactured by Atena to the transmitted
by the FEMA461 guidelines for non- stresses.
structural elements;
This result has allowed the R&D
• The protocol requires a monotonic department to optimize the existing Anti- Photo: “Atena Multichannel System”,
test to monitor the progression of the seismic Line and to patent innovative Luigi Lavazza S.p.A. - Turin
damage; technologies. On the research side, the
• Δ0: minimum amplitude relative to the team of University of Padova will continue The graphs here show the test results
slightest state of damage; elaborating the results obtained from for patent EASY ANTSEISMIC T24 with
• Δm: maximum amplitude relative to the tests, to create numerical models able Atena PLAN steel panels.
most severe state of damage; to predict the seismic behavior of the
From the monotonic test it emerges that
systems under study.
• The protocol requires at least ten load the system is characterized by an initial
steps, each of which consists of two elastic stretch up to a displacement
cycles of equal width value equal to 5 mm, which is followed
Photo: “Atena Easy Antiseismic Test Set Up” CURVE LOAD-SHIFT by a plastic section until it reaches
a maximum resistance for the single
MONOTONIC TEST bracing system equal to 600N and a last
a i+1= 1.4 a i
value of resistance equal to 500N.
Test 1: Monotonic T24-Plan
The behavior of the cyclic test is
analogous to that found with the
FEMA 461 LOADING HISTORY monotonic test. Furthermore, in both
Force [N]
tests the collapse of any panel did not
Target: ∆ m QUASI-STATIC CYCLIC TEST occur, but only their lifting due to the
PROTOCOL shortening caused by the stabilization
of the antiseismic bracing rods.
The graph represents the
The test was also conducted with
Target: ∆ 0 extent of the damage
lightweight plasterboard panels.
according to the load
protocol induced by the jack.
Displacement (mm) In both tests the shortening of the
main profiles due to the instability
∆m phenomenon and the poor deformability
CURVE LOAD-SHIFT
of the plaster modules caused a slippage
QUASI-STATIC CYCLIC TEST and the partial leakage of the latter from
their seat, without causing the collapse
Test 1: Cyclic T24-Plan of any panel.
Prof. Ing. Roberto Scotta It follows that the Atena Easy
RESEARCH
scientific manager Anti-seismic Kit is effective both with
TEAM lightweight plaster modules and with
Force [N]
Ing. Laura Fiorin
the steel panels produced by Atena
postgraduate
S.p.A.. It is with these latter that the
Ing. Sara Brandolese system achieves maximum performance.
holder of the research grant
Ing. Monica Iogna Prat
24 R&D manager Atena S.p.A. 25
Photo: “Atena Brett Parallel System” Displacement (mm)ANTI-SEISMIC ATENA LINE
ANTI SEISMIC FALSE CEILINGS INCIDENCES EVALUATION
All Atena false ceilings can be made
antiseismic by applying the Atena GOOD ANTI-SEISMIC BRACING
anti-seismic kit, a bracing system DESIGN STANDARDS CALCULATION
specifically designed to allow the correct
dissipation of seismic energy and prevent
the ceiling from falling.
According to the provisions of current Incidence of anti-seismic kits for sqm
Atena offers a specialized technical h = plenum height | CL = class of use of the building
legislation, the calculation of the anti-
consultancy service and, upon request, seismic kits incidence is carried out
issues the relevant anti-seismic report, ROME seismic zone 3
considering specific acceleration identified
which indicates the braces to be applied to
on the basis of the geographic coordinates of h (m) CL. 2 (m 2) CL.3 (m 2) CL. 4 (m 2)
the system, depending on the seismic zone
and the type of false ceiling to be installed. the project area, depending on the nominal 1,00 12,92 11,46 10,53
The report provided by Atena complies with workload.
technical rules and standards, for 1,50 8,61 7,64 7,02
With the same seismic zone, each
the purposes of testing and issuing the 2,00 6,46 5,73 5,26
geographical coordinate has a punctual
anti-seismic certification of the building.
acceleration coefficient. Therefore within the
same Municipality the incidence of anti- FLORENCE seismic zone 3
seismic kits to be applied can vary.
h (m) CL. 2 (m 2) CL.3 (m 2) CL. 4 (m 2)
A specific calculation is therefore always
necessary based on the characteristics of the 1,00 10,85 9,41 8,56
1. Evaluate the entire false ceiling false ceiling to be applied, the building and 1,50 7,23 6,27 5,71
building system. the geographical location.
2,00 5,42 4,71 4,28
2. Evaluate the fixings by extraction
tests on site, to probe the type of The following tables show some examples.
VENICE seismic zone 4
existing slab and to install the hanger Specifically, the anti-seismic kits per sqm
correctly. were calculated according to the following h (m) CL. 2 (m 2) CL.3 (m 2) CL. 4 (m 2)
parameters:
3. Check the plenum space and 1,00 20,02 17,55 15,79
design the hanger to counteract the
pendulum effect.
• Atena anti-seismic kit for big heights 1,50 13,34 11,70 10,53
(plenum greater than 1.2 m)
2,00 10,01 8,77 7,90
4. Plan for expansion joints depending • Atena Easy Anti-seismic Structure T24
on the type of false ceiling. ATENA maximum load 12 kg per sqm
L’AQUILA seismic zone 2
• Classes of use: 2-3-4
5. Check the configuration of the h (m) CL. 2 (m 2) CL.3 (m 2) CL. 4 (m 2)
To release the systems in order to adequately size • Height of the plenum: h
anti-seismic report, the anti-seismic system. • Subsoil category: D 1,00 5,45 4,74 4,29
following information
is required: 6. It should be remembered that • Life Saving Value limit state 1,50 3,63 3,16 2,86
lighting fixtures and systems must 2,00 2,72 2,37 2,15
be independently suspended and
Data source: Studio Ing. Roberto Galasso
• Location and intended use of the braced; the design of the bracing
facility being verified of the systems and of the lighting
bodies must be evaluated separately
• Construction type of the building and does not fall within the field of
and of the floors (masonry, As can be seen from the above data, the role of the seismic acceleration
application of the false ceilings which
reinforced concrete, ...) where false
ceiling will be installed
remain separate. of the site is evident regardless of the seismic zone in which it is
7. For historic or dated buildings it is located. Therefore zones having the same seismic classification have
• Updated plants and sections in 1:
100 scale (paper format or Cad) of advisable to prefer light false ceilings different incidences of antiseismic kits.
the areas subject to calculation with a weight of less than 8 kg per
square meter
For this reason Atena supports the importance of performing precise
• Geological report, if available calculations for each project.
26 27
• Special provisions if requestedNTI-SEISMIC
FOR PLENUM SPACE A 1,2 meters
EASY ANTI SEISMIC
ENIGMA, MATROX, STAVES AND BAFFLES SYSTEMS
SPECIAL SYSTEMS
PLASTERBOARD SYSTEMS
PLENUM ≤ 1,2 m
28 Photo: “Atena Plan System”
29ANTI-SEISMIC ATENA LINE | Plenum space ≤1,2 m
ANTI-SEISMIC KITS INCIDENCES
FOR CEILINGS ≤3
0c
m PROFILE LENGTH
MODULE
3700 mm 1200 mm 600 mm
Atena Anti-seismic kits for
plenums less than 1.2 m are 600 x 600 0,85 ml/m2 1,70 ml/m2 0,85 ml/m2
essentially composed of 1
cross connection and 4 holed 1200 x 600 0,85 ml/m2 1,70 ml/m2 /
bracing profiles to be fixed to
the slab.
For each type of false ceiling
Atena has studied a specific
model of cross connection,
to connect the bracing with
the primary or secondary
structure.
Among the models with visible
structure, Easy Antisismico
ensures high performance in
terms of safety, stability and ≤9
ease of installation. 0c
m
HANGING
OPTIONS
1) Twister
1
2) Nonius
2
3) Standard hook with spring
3
4) 90° hanger
4
(fig. A) (fig. B)
TWISTER BRACING
Thanks to its particular shape, Twister can be
EASY attached to the T-shaped profiles by just the fingers To fasten the bracing to the slab, as an Mounting Folded
RESISTANT pressure. alternative to the traditional system with bracket holed
bar
SAFE Maximum resistance: in the traction tests with force connecting brackets (fig. A), it is possible to
of 617N, Twister has shown a resistance above 6O bend the holed bars on site using the appropriate
Kg without unhooking or breaking. In seismic area bar bending tool “Flexa” (B) and fix them directly
Utility model
30 VE2009U000007 maximum allowable load is 45 Kg. to the ceiling. 31ANTI-SEISMIC ATENA LINE | Plenum space ≤1,2 m
EASY ANTI-SEISMIC PATENTED
HOOK
1 The Atena anti-seismic ceiling
Easy is realized by exploiting the
Maximum security,
38 mm
32 mm
ANTI-SEISMIC synergic action of various
3700 mm h32
1200 mm h32
elements such as: the Easy
Anti-seismic structure, the
the highest
installation speed.
600 mm h32
24 mm 24 mm
cross connection, the bracing
system, the specific hanger,
the anchor brackets and the
special perimeter profiles.
2
TWISTER hanger
breaking strength
over 60 kg (traction
test with a force of The Easy Antiseismic hook, in
617N). In seismic
zones, maximum stainless steel, is covered by an
allowable load is international patent, has a tensile
45 Kg. strength of 240N.
Simple to insert, Easy Anti-seismic
hook does not unintentionally release,
3 thanks to its particular geometry that
CROSS allows to ensure the frame favoring
CONNECTOR kinetic energy dissipation in the event
to fix the braces
to the structure. of an earthquake.
“Atena Easy Antiseismic” - patent n ° VE2002U000027
TILES
4
BRACINGS
PERIMETRAL BRACKETS
holed bars
and brackets
EASY ANTI-SEISMIC
for slab fixing.
Acts by friction alone.
Keeps the T-profiles aligned.
PLAN FLAT 24 ENIGMA ESCAPE
Prevents the panels from falling
in the event of an earthquake.
REI 120 in combination with 75 and 15 mm thick The Easy Anti-seismic bracket
mineral wool panels and 15 mm mineral fiber panels.
is fixed to the C-shaped perimeter
using M4,2x13 screws.
32 For application with L-shaped perimeter, 33
V Z
24 L. TEGULAR ENIGMA TRIM 24 SYNCRO EVO 1 CLASS C CLASS B CLASS “L” 30x30 | 25x25 mm “C” 18x42x25mm the bracket must be bent at the nibbling.ANTI-SEISMIC ATENA LINE
ANTI-SEISMIC KIT
FOR HIDDEN STRUCTURE SYSTEMS
AND CARRIERS
Anti-seismic ceilings with hidden
structure of the Metal Modular
ranges such as Enigma, Enigma
Open, Enigma Escape and Matrox,
require the application of the anti-
seismic kit exclusively with the
double structure, with both 49x27
upright and holed “U” profile.
In the false ceilings made with
staves or Baffles, of the Atena
Metal Series, the anti-seismic kit
will be fixed directly to the carriers.
Photo: “Atena Enigma system”, Amazon offices. Romania. Photo: “Atena Baffle System”, Microsoft offices. Romania.
METAL MODULAR SYSTEMS WITH CARRIERS
SYSTEMS WITH HIDDEN FOR STAVES AND BAFFLES
STRUCTURE
A SERIES AC SERIES
C | CR | T SERIES
Cross connector ST SERIES STV SERIES
for carriers
N SERIES
NR SERIES
Double triangular Double continental Matrox
APPLICATIONS Structure Structure Structure V SERIES BAFFLE SERIES
HQ SERIE
Cross connector
PLENUM ≤ 1,2 m S | SR SERIES
for carriers
34 Tiles: ENIGMA | E. OPEN | E. ESCAPE Tiles: MATROX 35ANTI-SEISMIC ATENA LINE
ANTI-SEISMIC KIT FOR SYSTEMS
WITH HOLED “U” SHAPED PROFILES
Considering the special false
ceilings from Atena Metal Shapes
line, all of their “parallel” versions
(without spacers), use the holed
“U” shaped profile as the primary
structure to keep the secondary
structure interaxle spacing,
facilitating its laying.
For each type of false ceiling there
is a different connection bracket and
a specific suspension.
These systems are reinforced by
the application of an anti-seismic
kit that uses a universal fitting.
Photo: “Atena Z-System Wide Spaces”, new offices Danieli Automation S.p.A., Carlo Mingotti studio Mingotti Architects associated. Buttrio (UD).
APPLICATIONS
Cross connector
for carriers
Systems Systems Systems Systems
ENIGMA “Z System” WIDE SPACES BANDRASTER PARALLEL BRETT PARALLEL
ENIGMA OPEN “Z System” WAVY
Max 8 Nm
ENIGMA ESCAPE
PLENUM ≤ 1,2 m Suspension system Structure Structure Structure Structure
correct positioning
Continental with “U” “Z System” Bandraster Brett
36 37ANTI-SEISMIC ATENA LINE | Plenum space ≤1,2 m
KIT FOR PLASTERBOARD
FALSE CEILINGS
Systems Systems Systems
ROMPITRATTA DUPLEX PRIM
45x15 mm 28x43 mm 28x43 mm
For Standard For Standard For Plus
profiles profiles profiles
For Plus profiles
Cross connector
for carriers
Systems
for 49x27 PROFILES
Standard and Plus
Cross connector
for profiles
38 39NTI-SEISMIC
FOR PLENUM SPACE A 1,2 meters
BIG HEIGHTS SYSTEMS
APPLICATIONS IN METAL FALSE CEILINGS
APPLICATIONS IN PLASTERBOARD FALSE CEILINGS
PLENUM > 1,2 m
40 Photo: “Atena Z-System Wide Spaces”, Marco Polo Airport. Venice
41ANTI-SEISMIC ATENA LINE | Plenum space >1,2 m
BIG HEIGHTS
Plug or nuts
and bolt
The anti-seismic kit for
big heights has been
specifically designed
to make anti-seismic
bracing with plenums
spaces over 1,2 meters.
Thanks to a tubular
system with pitch holes
and a series of universal
joints and brackets,
installation is quick
and easy even in the
most critical installation
conditions.
Maximum height
2,50 m
REGULATOR JUNCTION
To allow necessary Universal slab joint
height adjustments, for fixing, both of
the system provides the primary bracing,
a special telescopic perpendicular to the
insert, sliding inside ceiling, and of the inclined
the primary wind brace. secondary bracing.
Connection screws: M8x70
Connection
screws:
M8x70
CONNECTOR
A single connector for fixing
primary and secondary
bracings.
Connection screws:
M8x70
BRACING
The primary and secondary
bracing system is made with
galvanized steel tubes with
pitch holes, for quick fixing
of the joints with any
interaxle spacing.
Connection screws: M8x70
N°of deposited European patent 006319224
42 43ANTI-SEISMIC ATENA LINE | Plenum space >1,2 m
TYPES
OF CONNECTORS
The Anti-seismic kit for
INCIDENCES FOR MODEL 600x600
big heights also includes a
specific cross connector for ID AR T I C LE INCIDENCES
connecting the bracing to the 1 triangular profile 1,7 lm/sqm
false ceiling.
2 triangular profile joint 0,45 pcs/sqm
3 winger 2 pcs/sqm
5 pvc clip 3 pcs/sqm
7 tile 2,8 pcs/sqm
8 49x27 profile 0,85 lm/sqm
9 49x27 profile joint 0,22 pcs/sqm ALLOWED
1
Connector for T-shaped 4 bridge bracket 1 pcs/sqm HANGERS
structure threaded bar
1 pcs/sqm
11 1000 | 1500 | 2000 | 2500
Rigid hangers with threaded
bar and bridge bracket or
Nonius hanger are allowed.
2
Connector for 49x27
profiles
3
Connector
for carriers
4
Connector for holed “U”
shaped profiles
5
Connector / Universal bracket
for special structure
PERIMETER
SOLUTIONS
For systems that use the 18x33x25 “C” perimeter profile,
an omega safety spring must be inserted between the
perimeter and the panel.
44 45ANTI-SEISMIC ATENA LINE | Plenum space >1,2 m
APPLICATIONS
BIG HEIGHTS KIT
3
1
ANTI-SEISMIC JOINT
ANTI-SEISMIC JOINT FOR “EASY ANTISISMICO”
FOR HOLED “U” PROFILE
2 4
ANTI-SEISMIC JOINT ANTI-SEISMIC JOINT
FOR CARRIERS FOR 49X27 PROFILES
Simple to install the joints are fixed
to the anti-seismic kit using M8x70 bolts
and to the false ceiling structure using
M4.2x13 screws.
46 Hangings allowed with plenum> 1.2 m: 47
bridge bracket (30x50 standard / plus) with
threaded bar Ø6mm | Nonius hanger.ANTI-SEISMIC ATENA LINE | Plenum space >1,2 m
KIT PER CONTROSOFFITTI
IN GESSO RIVESTITO
Systems Systems Systems
ROMPITRATTA DUPLEX PRIM
45x15 mm 28x43 mm 28x43 mm
For Standard For Standard For Plus
profiles profiles profiles
For Plus profiles
Systems
for 49x27 PROFILES
Standard and Plus
48 Hangings allowed with plenum> 1.2 m: 49
bridge bracket (30x50 standard / plus) with
threaded bar Ø6mm | Nonius hanger.EXECUTIVE DESIGN
TECHNICAL
ADVICE
DIMENSIONING, TECHNICAL FEASIBILITY
FREQUENTLY ASKED QUESTIONS
FIXINGS, APPLICATION SCHEMES AND CERTIFICATIONS
ATENA-IT.COM
50 51ANTI-SEISMIC ATENA LINE
FREQUENTLY ASKED QUESTIONS
tables are used that can also IMPOSED DISPLACEMENT floor (slab) capable of imposing a In the case of modular panel
introduce such excitation. IS UNIFORM? uniform displacement on the non- systems, together with this
But the costs for their realization structural component. anti-seismic device, the system
are much greater than those The experimental set-up consists should be equipped with some
quasi-static. of a horizontal metal structure devices that prevent deformations
For this reason, when we talk made up of square section WHAT ARE THE MOST of the false ceiling plane with
about quasi-static tests or profiles arranged in such a way IMPORTANT FACTORS FOR consequent collapse of panels /
dynamic tests we must refer to as to form two square portions THE RESISTANCE OF THE profile distortions / breaking of
a different purpose of the same with dimensions of 2.4x2.4m FALSE CEILING TO THE joints such as:
test itself. and thus defining a rectangle SEISMIC FORCE?
That is: the first characterizes with dimensions 2.4x4.8 square connections between main and
The seismic acceleration
IS THERE A CORRELATION IF THE SISMA IS AN the behavior of the sample in meters. Inside each portion is secondary profiles suitable for
experienced by a false ceiling
BETWEEN PLENUM IMPULSIVE FORCE, HOW a continuous way, the second placed a sample of a false ceiling withstanding stresses, perimeter
placed inside a building is greater
SPACE VALUES AND CAN YOU TAKE IT IN allows to define the overcoming equipped with its hanging system joints capable of maintaining the
the higher the position of the
SEISMIC RESISTANCE ACCOUNT IN AN QUASI- of a predetermined acceptance and three-dimensional bracing. regularity of false ceiling grid and
element itself inside the structure.
OF THE CEILING? STATIC TEST? criterion. The load is applied in the form
preventing the perimeter panels
from falling, and brackets that
The experimental campaign The quasi-static cyclic tests are of displacement through the jack Considering a resistance approach, prevent the panels from falling
was planned with the aim of carried out at reduced speeds to ON THE BASIS OF placed at the center of one of the the non-structural element can due to sussultatory actions.
responding to some common monitor the progression of the CONDUCTED TESTS, sides of length 4.8 m. respond to the stress through an
needs / questions of Atena S.p.A. damage level that affects the IS IT POSSIBLE TO SAY Thanks to the presence of two element capable of absorbing
and the research group. In this tested system. WHAT MAGNITUDE THE bracings that allow the two the seismic action (the three-
context it was therefore decided FALSE CEILING IS ABLE square portions to maintain their dimensional bracing) and limit the
In this perspective it is as if
to test the most widespread types TO WITHSTAND? shape and not be distorted, the displacement demand consequent
the seismic phenomenon was
of Atena products with an initial displacement applied is uniform. to the application of the forcing
simulated in” slow motion “in
plenum of 1.15 m to investigate The question has no answer. This condition is called a rigid (so as to limit the phenomenon of
order to have the possibility of
the behavior of false ceilings In the sense that the ability of floor configuration characteristic hammering with the perimeter of
identifying the progression of
characterized by the presence a false ceiling to withstand a of buildings equipped with a rigid the building).
the damage and on the basis of
of a rather cumbersome piping certain earthquake, depends not
this defining some parameters
for HVAC and electrical system, only on the false ceiling itself, but
of interest such as system peak
a typical situation for example also on the characteristics of the
resistance, ultimate resistance,
of sensitive buildings such as building in which the false ceiling
dissipative capacity, maximum
centers commercials. is installed, as well as on many
displacement capacity.
other factors of which magnitude
Last tests (samples Enigma By operating this way, it is alone cannot take into account.
Matrox and Z-System - plenum possible to characterize the
The quasi-static cyclic tests are
0.7m) were instead carried out to behavior of the sample tested
carried out to investigate the
investigate the influence of the through physical quantities that
behavior of the false ceiling
plenum height on the behavior of are fundamental to the designer
for values of imposed forces,
the false ceiling. for a correct evaluation of the
and therefore of increasing
stresses acting on the false
Further tests on the same type displacements.
ceilings. The tests conducted on a
of false ceiling with a different It will then be the designer,
vibrating table, on the other hand,
plenum will allow to correlate the on the basis of the magnitude
differ from the quasi-static cyclic
behavior of the false ceiling solely of the earthquake and of the
tests due to their dynamic nature.
with this parameter. characteristics of the building
At the moment, in fact, several These tests make it possible on which the false ceiling is
factors have been identified to check whether the false investigated, to calculate the
that influence the behavior of ceiling resists a given seismic resistance needs of the false
the tested false ceilings such as: acceleration, but does not allow ceiling and therefore to design
plenum height, type of connection the behavior of the system to be the anti-seismic restraints
of the bracing anti-seismic to the characterized step by step. accordingly, based on the
main profile, type of structure Moreover, they have the knowledge obtained from the
(profiles, joints, panels) making advantage over the quasi-static quasi-static tests .
up the false ceiling plan. of being able to evaluate dynamic
effects and vertical seismic
52 accelerations where vibrating
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