Ea hquake Enginee ing & S uc u al Dynamics
RESEARCH ARTICLE
Dissipa i e CLT-Based Seismic Upg ading Sys em o
RC-F amed S uc u es: Expe imen al Cha ac e iza ion,
Nume ical Modelling, and Design Guidelines
F ancesca Ba bagallo1E ika Liccia dello1Edoa do Michele Ma ino1Claudio Mazzo i2Luca Pozza2
1Depa men o Ci il Enginee ing and A chi ec u e, Uni e si y o Ca ania, Ca ania, I aly 2DICAM Depa men , Uni e si y o Bologna, Bologna, I aly
Co espondence: F ancesca Ba bagallo ( [email p o ec ed])
Recei ed: 14 June 2024 Re ised: 11 Feb ua y 2025 Accep ed: 17 Feb ua y 2025
Funding: This pape was ca ied ou in he amewo k o he “Ene gy and seismic a o dable eno a ion solu ions” (e-SAFE) p ojec , which has ecei ed
unding om he Eu opean Union’s Ho izon 2020 esea ch and inno a ion p og am unde g an ag eemen No. 893135.
Keywo ds: exis ing buildings | ic ion dampe s | seismic ene gy ehabili a ion | seismic s eng hening | imbe
ABSTRACT
This pape in es iga es a seismic e o i echnique named e-CLT, which is pa o he solu ion o in eg a ed seismic and ene gy
ehabili a ion o buildings de eloped in he amewo k o he esea ch p ojec e-SAFE unded by he Eu opean Union’s Ho izon
2020 esea ch and inno a ion p og am. Acco ding o his echnique, he RC s uc u e is cladded by means o CLT panels equipped
wi h ic ion dampe s, o inc ease la e al s i ness, s eng h, and ene gy dissipa ion capaci y. The e ec i eness o he e-CLT sys em
has been p o ed by a ull-scale expe imen al es . A ini e elemen nume ical model o he RC ame wi h e-CLT sys em has been
de eloped and calib a ed based on he expe imen al esul s. Hence, guidelines o he design o seismic s eng hening o mul i-
s o ey RC amed building s uc u es by e-CLT sys em ha e been d awn based on he esul s o a pa ame ic analysis conduc ed
on a se o RC case s udy ames ep esen a i e o a a ie y o exis ing buildings no designed o seismic esis ance.
1 In oduc ion
In he second hal o 20 h cen u y, ein o ced conc e e (RC)
s uc u es sp ead wo ldwide. Howe e , mos o hese buildings
p eda e mode n code p o isions, bo h in e ms o s uc u al and
ene gy equi emen s. In Eu ope, mo e han 75% o he land is
occupied by esiden ial buildings and mo e han 40% o hese a e
mul i-s o ey RC amed s uc u es cons uc ed be o e he 1960s o
he 20 h cen u y [1]. These s uc u es a e expec ed o exhibi poo
seismic esponse, and hei ene gy pe o mance is so inadequa e
ha hey a e liable o 36% o he o al ene gy consump ion and
CO2emissions in Eu ope [2]. An explica i e example o his
issue is o e ed by he I alian e i o y. Acco ding o he la es
census o I alian esiden ial buildings [3], mo e han 70% o he
cu en esiden ial buildings we e ealized be o e 1981, when
seismic zona ion included only 25% o he I alian e i o y. These
buildings su e om high seismic ulne abili y, as d ama ically
demons a ed by ecen seismic e en s [4, 5]. In addi ion, almos
90% o he I alian building s ock was cons uc ed be o e 1991,
ha is, be o e he en o cemen o he i s egula ion on he mal
pe o mance c i e ia [6]. To boos a compelling ansi ion owa d
a esilien and sus ainable socie y, Eu opean egula ions on
cons uc ion wo k [7] ha e been adding equi emen s o keep he
cons uc ion pe o mances in ac and ex end i s se ice li e as
long as possible [8]. The e o e, he ehabili a ion o hese build-
ings is a eal need and, as a ma e o ac , du ing he las 30 yea s
he a e o e o i in e en ions inc eased om 20% o 40% and i
is expec ed ha his end will s eadily inc ease in he nea u u e.
This is an open access a icle unde he e ms o he C ea i e Commons A ibu ion License, which pe mi s use, dis ibu ion and ep oduc ion in any medium, p o ided he o iginal wo k is p ope ly
ci ed.
© 2025 The Au ho (s). Ea hquake Enginee ing & S uc u al Dynamics published by John Wiley & Sons L d.
Ea hquake Enginee ing & S uc u al Dynamics, 2025; 54:1775–1796
h ps://doi.o g/10.1002/eqe.4334
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Con en ional uncoupled ehabili a ion echniques aim o
enhance he seismic pe o mance o he he mal one [9].
Fu he mo e, he majo i y o he con en ional echniques
equi e he addi ion o de ices ha occupy space o ins alla ion,
need in asi e ins alling wo k ha o ce eloca ion o occupan s
and cause ac i i ies dis up ion. Hence, new app oaches a e
equi ed o p omo e en i onmen al economic–social sus ainable
ene gy and seismic e o i in e en ions. Among he in eg a ed
app oaches cu en ly unde de elopmen , he “double skin”
app oach is one o he mos p omising. I consis s o he
supe imposi ion o a second ex e nal s uc u e designed o
enhance seismic and he mal pe o mance o he building.
The main ad an age o his solu ion is ha i s ins alla ion
akes place om he ou side o he building, hus educing o
he minimum he dis up ion o he dis u bance o occupan s.
Di e en cons uc ion echniques and ma e ials ha e been
p oposed o he second skin. Fo example, Takeuchi e al. [10]
de eloped a s eel dissipa i e açade, Ma ini e al. [11] p oposed
a second skin wi h s eel shea walls and he possibili y o
in oducing dissipa i e membe s, Fe an e e al. [12]in es iga ed
an in eg a ed solu ion based on s eel exoskele on. RC second
skin has been de eloped as well, such as he new RC in illed
ame connec ed o he exis ing s uc u e p oposed by Man edi
and Masi [9] o he cas -in-si e RC ame sys em endowed wi h
EPS modules de eloped by Pozza e al. [13]. An al e na i e
app oach is ollowed by Bou nas [14], who p oposes he use o
Tex ile Rein o ced Mo a jacke s o inc ease he ou -o -plane
load capaci y and he ene gy abso p ion capaci y o in ill walls in
RC ames.
In he ide owa d he eco iendly ma e ials, he use o wood
as a s uc u al ma e ial has ecen ly gained p ominence. In
pa icula , c oss-lamina ed imbe (CLT) is a sus ainable solid
wood-based cons uc ion ma e ial wi h low mass and excellen
s uc u al pe o mance. CLT panels consis o an odd numbe o
s acked c osswise laye s o so wood boa ds, bonded by s uc u al
adhesi e [15], ha can sus ain loads in all di ec ions [16]. CLT
panels a e p oduced o a high deg ee o p e ab ica ion, allowing
e icien on-si e ins alla ion. No wi hs anding he ligh weigh
na u e o CLT, i is cha ac e ized by a high in-plane la e al
s i ness and s eng h. Fu he mo e, he possibili y o combining
CLT panels wi h duc ile join s makes he use o CLT appealing in
ea hquake-p one a eas [17, 18]. Thanks o hese ea u es, he use
o CLT panels has been ecen ly ex ended o seismic e o i o RC
exis ing s uc u es, basically ollowing he second skin app oach
al eady men ioned. S azi e al. [19] p oposed he encasemen
o CLT panels wi hin he RC ame bays, as a eplacemen o
mason y in ills. Diagonal es s we e conduc ed on con ined and
no con ined CLT panels, while he e ec o he CLT panels on RC
s uc u es was nume ically in es iga ed on a single-s o ey one-
bay RC ame. Also, Smi oldo e al. [20] p oposed o eplace he
exis ing mason y in ill o RC ames wi h a CLT panel, which was
inse ed in o he ame and ixed o RC membe s by a imbe sub-
ame. The imbe sub- ame and he RC ame a e connec ed
by conc e e sc ews, which a e designed o emain elas ic. The
duc ile componen o he sys em is he connec ion be ween he
imbe panel and imbe sub- ame. The p oposed echnique
was in es iga ed by pusho e analysis on single-bay single-s o ey
ames and he nume ical esul s showed an inc ease in e ms o
la e al esis ance and maximum displacemen s. Al hough bo h
s udies demons a ed he good pe o mances p o ided by he CLT
in ills, in eal exis ing s uc u es he inse ion o he CLT panels
in place o in ill walls would equi e qui e la ge demolishing wo k
and a no negligible dis u bance o occupan s. In his ega d,
Smi oldo e al. [21] conduc ed an expe imen al s udy on an RC
ame o in oduce a less in asi e op ion, i.e., CLT panels a e
applied o he building açade, wi hou emo ing he mason y
in ills, and as ened o he ou e ace o RC beams by dowel- ype
connec o s. Howe e , he expe imen al es s e idenced ha also
his ex e nal con igu a ion equi es qui e in asi e wo ks on he
mason y in ill panels, which mus be cu o a oid in e ac ion
be ween RC columns and he walls. Fu he mo e, he dowel-
ype connec o s ans e ed he shea o ce om he CLT panel
o he columns, which mainly sus ained he damage mechanism.
Sus e sic and Dujic p oposed he combina ion o CLT panels
wi h a “nano” insula ion laye o c ea e an ou e shell ha is
connec ed o he exis ing s uc u e by s eel ancho b acke s [22].
The echnique was expe imen ally es ed on a wo-s o ey one-bay
RC ame wi h mason y in ills and nume ically in es iga ed on a
h ee-s o ey wo-bay RC ame [23–25]. The dissipa i e capaci y is
delega ed o he s eel angula b acke s. Howe e , i is s a ed ha
such a connec ion would equi e modi ica ions o be applicable
in eal s uc u es. Indeed, i equi es access om he inside o
he building [22]. Badini e al. [26] p oposed he use o CLT
walls pe pendicula ly o he açade. The wall is connec ed o he
RC ame by s eel b acke s, while pos - ensioned s eel endons
a e in oduced be ween CLT panels o inc ease he dissipa i e
capaci y. Howe e , he impac o he o ces ansmi ed by he
ex e nal s uc u e o he exis ing RC membe s may imply he
educ ion o he capaci y o RC membe s and he need o
addi ional in e nal local in e en ions.
In his amewo k, his pape p oposes an inno a i e in eg a ed
seismic and ene gy sys em, named e-CLT. The concep o his
sys em was d a ed in [27] and i s de elopmen as a seismic
upg ading ool is pa o he mul idisciplina y Ho izon 2020
inno a ion esea ch p ojec e-SAFE (ene gy and seismic AF o d-
able Eno a ion solu ions) [28]. This pape p esen s he esea ch
ac i i y o his p ojec in he ield o seismic upg ading and he
ela ed ou comes. The e-CLT sys em is based on he idea o
endowing exis ing RC- amed buildings wi h a second pe o m-
ing skin made o p e-assembled and cus omizable componen s.
The e-CLT sys em is composed o p e ab ica ed CLT panels
supe imposed o he ex e nal wall and connec ed o he RC beams
by ic ion dampe s. Each dampe connec s he CLT panels o
wo consecu i e loo s o he in e media e RC beams and consis s
o wo s eel p o iles: he ancho p o ile is connec ed o he RC
beam by ancho bol s and o he o he p o ile, named ee p o ile,
by slo ed holes and p e ensioned high-s eng h bol s. The ee
p o ile ecei es he shea o ce om he CLT panel placed abo e
and ansmi s i o he ancho p o ile by means o he ic ion
exe ed on he con ac su ace. The componen s o he dampe
a e shaped so as o decouple he CLT panel’s e ical mo emen s
om hose o he dampe s.
In case o a seismic e en , wo possible scena ios may occu : I
he seismic ac ion is mode a e, he dampe s igidly connec he
CLT panels o he RC s uc u e, hus making a ailable addi ional
la e al s i ness and s eng h. This is help ul o a oid damage in
non-s uc u al componen s. On he o he hand, i s ong seismic
ac ions occu , he dampe s ac i a e and dissipa e pa o he
inpu seismic ene gy by sliding. This educes he damage o
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s uc u al componen s and p e en s he building om collapsing.
I is no ewo hy ha he ac i a ion o he dampe s de ines an
uppe bound o he o ce sus ained by he CLT panels, hus
p e en ing hei ailu e e en in case o unexpec edly s ong
g ound mo ions. The e-CLT sys em p esen s se e al ad an ages
wi h espec o o he sys ems. The e-CLT panels can be combined
wi h non-s uc u al p e-assembled panels made o ligh weigh
wooden ames and p o ided wi h high-pe o ming windows.
The e-CLT sys em is designed o allow a quick and easy ex e nal
ins alla ion, which can be pe o med by mobile li ing equipmen ,
hus a oiding cos s and ime needed o he sca olding se -
up. Di e en pa s o he sys em, such as ancho p o iles, a e
sui able o p e-assembly p ocess o si e. Fu he mo e, since he
ins alla ion p ocess akes place om he ou side, he dis u bance
o occupan s is minimized and ope a i i y dis up ion is a oided.
The dampe , conside ing i s size, is sui able o ins alla ion on
mos common RC amed buildings. Fu he mo e, i is ins alled
ou side he building and he dampe inspec ion and main enance
a e also eased by s ing cou ses, which can be easily emo ed.
Compa ed o s udies a ailable in he li e a u e, he pape has
a wo old inno a i e goal: on one hand, o demons a e and
quan i y he bene i s p o ided by he e-CLT sys em o he
s uc u al esponse o an RC ame, based on expe imen al
es s; on he o he hand, o assess he impac o he e-CLT
sys em on he s uc u al pe o mance o a se o ealis ic RC
buildings, by means o ini e elemen nume ical models and
inc emen al nonlinea dynamic analysis (IDA). To his end, he
esea ch ollowed h ee main s eps: (1) he e ec o he e-CLT
sys em on he seismic esponse o RC ames was expe imen ally
ep oduced, (2) a eliable nume ical model o he RC ame wi h
e-CLT sys em was de eloped, and (3) he seismic pe o mance o
mul i-s o ey RC ames wi h di e en e-CLT con igu a ions was
in es iga ed, so as o p o ide guidelines o he design o seismic
upg ading by e-CLT. Fi s , he esul s o wo quasi-s a ic cyclic
es s ca ied ou on wo in illed RC ames (wi hou and wi h e-
CLT), a e p esen ed. The es s cha ac e ized he cyclic esponse
o he s uc u al sys em and p o ided da a o he calib a ion
o nume ical model. In pa icula , he a ailabili y o wo es s
allowed he calib a ion o he nume ical models o he RC ame
and he e-CLT sys em in wo s eps. To ex end he s udy o ac ual
buildings wi h RC amed s uc u es designed acco ding o old
(non-seismic) egula ions, a se o mul i-s o ey RC ame models
is de ined. Inc emen al dynamic analyses and pusho e analyses
a e ca ied ou on hese ame models o in es iga e he seismic
de iciencies o exis ing RC- amed buildings and he capabili y o
pusho e analysis in de ec ing such de iciencies. Hence, IDAs a e
ca ied ou on he RC ame models equipped wi h e-CLT. Th ee
di e en con igu a ions o e-CLT a e conside ed: he local na ow
con igu a ion, he local ex ended con igu a ion, and he sp ead
con igu a ion. The esul s o IDA led o iden i ying he mos
e ec i e con igu a ion, ela ing i o he ou come o pusho e
analysis (design analysis), and quan i ying he bene i s ha can
be gained by e-CLT. In he nume ical in es iga ion, bo h duc ile
and agile ailu e modes o s uc u al membe s a e checked.
The seismic pe o mance o he models is analyzed in e ms o
he dis ibu ion o seismic demand and demand- o-capaci y a io
along he heigh , agili y cu es, and mean annual equency o
exceedance o Nea Collapse and Signi ican Damage limi s a es.
The inal sec ion d aws he design p o isions o he seismic
upg ading o RC s uc u es by e-CLT.
2Expe imen al Tes ing o he e-CLT Sys em
The expe imen al campaign is ca ied ou a he CIRI-EC
labo a o y o he Uni e si y o Bologna and is de o ed o (1)
cha ac e izing he cyclic esponse o a mason y in illed RC ame
s eng hened by he e-CLT echnology and (2) p o iding physical
e idence ha he componen s o he seismic upg ading sys em
pe o m as in ended, e en a e epea ed and se e e cycles o
loading. To his end, wo RC ame specimens we e es ed in eal
scale, in bo h uns eng hened and s eng hened con igu a ions,
unde quasi-s a ic cyclic loading.
2.1 Specimen Desc ip ion
Two iden ical one-s o ey–one-bay RC ames a e es ed in he
wo in es iga ed con igu a ions. The RC ames eplica e he
ypical cons uc i e ea u es o I alian buildings o he ‘70s and
a e designed in compliance wi h he building code en o ced in
1974 [29] conside ing g a i y loads only. De ails on he design
o he RC ames may be ound in [30].Thespanleng his
equal o 4.0 m and he in e -s o ey heigh is 3.2 m. Columns
ha e 300 ×300 mm c oss sec ion, while a 300 ×400 mm
c oss sec ion is adop ed o beam. The RC ames a e in illed
wi h a single laye 120-mm- hick mason y wall ealized wi h
ex uded hollow blocks and aligned wi h an ex e nal su ace o
he ame (Figu e 1a). Comp ession es s we e pe o med on cube
and cylinde samples collec ed du ing he cas phase o he wo
ames. The a e age alues o he cylinde comp essi e s eng h
o s eng hened and uns eng hened ames a e 21.9 and 21.4 MPa,
espec i ely. Tensile es s we e un on h ee s eel eba specimens
collec ed om he s eel lo and he a e age yielding s eng h
was equal o 534.6 MPa. The e-CLT sys em was cons i u ed by a
100 mm hick CLT panel (5 laye s o 20 mm hickness) connec ed
o he RC ame by means o a s eel appa a us (Figu e 1b). The
wo uppe componen s o he s eel appa a us a e ancho ed o
he uppe RC beam and suppo he CLT panel, while he wo
bo om componen s a e mechanical ic ion dampe s ac i a ed
by he ela i e displacemen be ween CLT panel and bo om RC
beam.
2.2 Expe imen al Se up and Tes P o ocol
A speci ically designed se up is de eloped o ca y ou quasi-
s a ic es s o he wo specimens (Figu es 1and 2). The RC ame
is ancho ed o he s ong loo while a ho izon al displacemen
is imposed o he op RC beam by means o a 500 kN MTS
se o-hyd aulic jack ancho ed o he conc e e eac ion wall. The
ancho ing sys em o he bo om RC beam is ealized by igid s eel
b acke s and pos - ensioned dywidag ba s and i ually a oids
also he ho izon al sliding o he RC ame o e he s ong loo .
Fu he mo e, he s eel b acke s aligned on he RC columns se e
as a as ening sys em o he e ical ba s used o apply he
axial o ce o he columns. The axial o ce, equal o 250 kN, is
applied o each column by means o hyd aulic jacks placed o e
hem and cons ained by ans e se s eel beams as ened o he
bo om b acke s desc ibed be o e. The e ical load applica ion
sys em is designed wi h od end pins and conical nu s, which
allow cyclic la ge displacemen s in he ho izon al di ec ion. The
applied e ical o ces ep oduce he axial o ce caused by he
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FIGURE 1 Geome y and pho os o specimens: (a,c) uns eng hened and (b,e) in illed s eng hened RC ame, (d) membe s c oss sec ions.
FIGURE 2 Tes se up: (a) global scheme and (b) pho o o labo a o y es ing sys em (s eng hened con igu a ion).
g a i y load o he seismic design si ua ion in he i s s o ey
columns o a h ee-s o ey esiden ial building. The ho izon al
displacemen applica ion sys em is composed o a s eel ie made
up o s i ened ans e se s eel pla es placed a he wo ends
o he uppe RC beam and connec ed h ough pos - ensioned
dywidag ba s. The se o-hyd aulic ac ua o is connec ed o one
end o he ie and is cons ained o he eac ion wall. The en i e
es sys em is ans e sally s abilized by means o a la ice s eel
sys em allowing o he ho izon al and e ical displacemen s
only o he op RC beam h ough sphe ical olle s. This ans e se
s abiliza ion sys em a oids possible ou -o -plane displacemen
o he RC ame, in pa icula in he case o he s eng hened
con igu a ion, wi h he e-CLT panel eccen ically ixed wi h
espec o he ho izon al o ce alignmen .
The measu emen sys em depic ed in Figu e 2is composed o :
(1) wo ho izon al ansduce s eco ding he base displacemen
(LVDT 1) and he op displacemen (LVDT 2) espec i ely;
(2) a ho izon al ansduce eco ding he ela i e displacemen
be ween he ic ion dampe and he base RC beam (LVDT
3) and (3) a LOAD CELL eco ding he o ce in he ac ua o .
The RC ame d i is calcula ed as he di e ence be ween he
ho izon al displacemen s o he op and base RC beams eco ded
du ing he es using LVDT 2 and LVDT 1, espec i ely. Mo eo e ,
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TABLE 1 Ho izon al loading p o ocol.
S ep o loading 1 2 3 4 5 6 7 8 9 10 11
D i ampli ude (mm) ±1±2±4±8±16 ±24 ±32 ±48 ±64 ±80 ±96
D i a io (%) ±0.03 ±0.06 ±0.13 ±0.25 ±0.50 ±0.75 ±1.00 ±1.50 ±2.00 ±2.50 ±3.00
Loading a e (mm/s) 0.02 0.05 0.10 0.20 0.20 0.30 0.40 0.50 0.70 1.00 1.20
No. o cycles 33333333333
(a) (b) (c)
-300
-200
-100
0
100
200
300
-125 -75 -25 25 75 125
]Nk[F
D i [mm]
S engh ened
Uns engh ened
-150
-100
-50
0
50
100
150
-125-100 -75 -50 -25 0 25 50 75 100 125
]mm
[
i
D
Sliding [mm]
0
50
100
150
200
250
300
1 2 4 8 16 24 32 48 64 80 96
]Jk[y
g
e
nede a
p
is
s
iD
D i [mm]
S engh ened
Uns engh ened
FIGURE 3 Cyclic esponse o he uns eng hen and s eng hen ames: (a) load-d i hys e esis loops, (b) RC d i e sus e-dampe sliding, (c)
dissipa ed ene gy.
he ic ion dampe sliding is eco ded o he s eng hened
con igu a ion using LVDT 3. Figu e 2shows a comp ehen-
si e scheme o he se up and a pho o o he expe imen al
equipmen .
The specimens a e loaded in wo phases: i s , he e ical o ces
a e applied and g adually inc eased up o he a ge alue o
250 kN in o ce con ol, hen he ho izon al displacemen is
cyclically applied. In he second phase, he e ical o ces a e kep
cons an , by con olling he hyd aulic p essu e o he jacks, while
d i cycles o inc easing ampli ude a e applied by con olling
he di e ence in he ho izon al displacemen s o he uppe and
lowe beams. Du ing he en i e cyclic loading phase, he o ce in
he ac ua o is measu ed using he LOAD CELL. The ho izon al
loading p o ocol is designed aking in o accoun he displacemen
capaci y o he e-CLT sys em. I is summa ized in Table 1, which
lis s d i ampli ude, d i a io, loading a e, and a numbe o
cycles o each s ep o he cyclic loading.
2.3 Tes Resul s
All he componen s o he e-CLT sys em beha ed as in ended, up
o he end o he es . Indeed, he CLT panel emained elas ic and
did no expe ience ins abili y o any kind o local damage e en
unde he la ges imposed d i , ha is, 3% o he s o ey heigh .
Hence, i e icien ly ans e ed he ho izon al o ce om he op
beam o he wo ic ion dampe s a he bo om o he panel. The
dampe s ac i a ed as planned unde he push exe ed by he CLT
panel and slid al e na i ely back and o wa d dissipa ing ene gy.
A he end o he es , he s eel appa a us was dismoun ed and
he single componen s (pla es, sc ews, bol s, and aluminum shim
laye s) we e accu a ely examined. No sign o yielding o o he
ype o damage was de ec ed, hus p o ing ha he s eel appa a us
and as ening sys em beha ed elas ically o he whole du a ion
o he es .
Figu e 3a compa es he load-d i hys e esis loops ob ained o
he uns eng hened ( ed line) and s eng hened (black line)
con igu a ion. I is e iden ha he RC ame wi h he e-
CLT sys em exhibi s ini ial la e al s i ness and peak s eng h
signi ican ly la ge han hose o i s uns eng hened coun e pa .
Mo eo e , he s eng h deg ada ion (i.e., di e ence be ween he
o ce achie ed a he 1s and he 3 d epea ed cycles) esul s
gene ally lowe o he s eng hened con igu a ion, especially o
la ge d i le els. Figu e 3b shows he slippage be ween he wo
pa s o he ic ion dampe e sus he d i o he RC ame
eco ded du ing he es . A a ia ion o he RC ame d i while
he dampe slippage emains cons an ( e ical b anches in he
g aph) iden i ies a e e sal o loading. This occu s when he
o ce ansmi ed by he CLT panel o he dampe empo a ily
becomes lowe han he dampe ic ion o ce and he a ia ion
o he slippage s ops. A e he e e sal, when he o ce in he
dampe a ains again he alue o he ic ion o ce, bo h d i and
slippage s a a ying simul aneously again. Hence, he heigh o
he e ical b anches o he g aph ep esen s he po ion o he
d i ha canno be ans o med in o slippage because o he
de o mabili y o he panel and o he ic ion dampe as ening
sys em. The small heigh o he e ical b anches o he g aph
obse ed in Figu e 3b demons a es ha a 100-mm- hick CLT
panel is s i enough o ans o m almos he whole d i in o
slippage (abou 80%, since o d i sligh ly lowe han 100 mm
he slippage is abou 80 mm), hus o cing he dampe s o
dissipa e ene gy e icien ly. This esul s in a big posi i e impac o
he e-CLT sys em on he ene gy dissipa ion capaci y (compu ed
acco ding o [31]). Indeed, he a ea enclosed by he hys e esis
loops (dissipa ed ene gy) o he s eng hened ame is much
la ge han ha o he uns eng hened ame (Figu e 3a). The
1779 o 1796
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RC in illed ame + e-CLT
RC membe s In ill panel CLT panel F ic ion dampe s
In illed RC ame e-CLT sys em
FIGURE 4 Desc ip ion o elemen s o he nume ical model.
compa ison be ween he ene gy dissipa ed a he end o each
loading s ep by he s eng hened and uns eng hened ames
(Figu e 3c) quan i ies he imp o emen o dissipa ion capaci y
p o ided by e-CLT, which can be e en 200% o ha o he
uns eng hened ame.
3 Nume ical Model o he Tes Specimen
A plane nume ical model o he es specimen is implemen ed
in OpenSees [32] and de eloped in o wo “mac o-sys ems”: he
in illed RC ame and he e-CLT sys em (Figu e 4). Each pa
o he nume ical model is i s desc ibed, and hen he alues o
mechanical pa ame e s a e calib a ed so ha he cyclic esponse
o he nume ical model ma ches he expe imen al one.
3.1 Desc ip ion o he Nume ical Model
The nume ical model o he in illed RC ame includes columns,
beams, and in ill panels, and i is assumed ixed o he g ound.
Fo RC columns and beams, nonlinea beha io is supposed
o be limi ed o plas ic hinge egions a membe ends, while
he emaining pa o he elemen emains elas ic. They a e
modeled as beamWi hHinges elemen wi h he modi ied Gauss
Radau in eg a ion ule [33]. The leng h o plas ic hinge Lpl is
se equal o he dep h o he c oss sec ion and he c oss-sec ion
o e Lpl is disc e ized in o ibe s. Speci ically, he conc e e pa
o he c oss-sec ion is subdi ided in o ibe s ha ing 5 mm dep h
and wid h equal o he wid h o he c oss-sec ion, while single
ibe s a e used o model eba s. The Ken –Sco –Pa k cons i u i e
law (Conc e e01 uniaxialMa e ial)[34] and he elas ic–plas ic
cons i u i e law wi h kinema ic ha dening (S eel02 uniaxialMa-
e ial)[32] a e assigned o he conc e e and he s eel ibe s,
espec i ely. A pai o diagonal usses is used o model he in ill
panel. Unde he e ec o ho izon al o ces, only he comp essi e
b anch is ac i e, while he ensile one p o ides a minimal non-
ze o s i ness necessa y o nume ical s abili y. Al hough his
modeling app oach o in ill panels is a he simple, i is ecog-
nized o ep oduce sa is ac o ily he global esponse o ames
unde ho izon al o ces and is deemed an accep able comp omise
be ween compu a ional bu den and accu acy o esul s [35]. As
p oposed by Panagio akos and Fa dis [36] and Cela ec e al.
[37], he o ce-displacemen ela ionship o he diagonal usses
is de e mined o eplica e he shea o ce-d i ela ionship o
he in ill panel. This ela ionship consis s o ou b anches: he
i s b anch co esponds o he linea elas ic beha io up o he
i s c acking o he in ill, he second b anch uns om he i s
c acking up o he maximum s eng h, he hi d b anch is he
pos -capping deg ading b anch, and uns om he maximum
s eng h o he esidual s eng h, inally, he ou h b anch is
ho izon al and co esponds o he esidual s eng h. Fo each
b anch, he alues o s i ness and maximum o ce a e de e mined
acco ding o he equa ions p oposed in [37]. The abo emen ioned
mul ilinea o ce-displacemen ela ionship is con e ed in o an
equi alen s ess–s ain ela ionship. The alues o s ess–s ain
couples o he h ee co ne s o he en elope, bo h in he posi i e
and nega i e loading di ec ion, a e assigned o he usses by he
Pinching4 uniaxialMa e ial implemen ed in OpenSees.
The e-CLT sys em is composed o he CLT panel and ic ion
dampe s (Figu e 4). The CLT panel is modeled by means o six
equi alen usses: wo e ical usses, wo ho izon al usses,
and wo diagonal usses (Figu e 5). All usses a e elas ic and
ha e c oss-sec ion wi h he uni a y a ea. The axial s i ness o he
usses is calib a ed o p o ide he same in-plane s i ness o he
CLT panel. To his end, he elas ic modulus o he e ical and
diagonal usses Ecand Eda e calib a ed so ha he ho izon al
and he e ical displacemen s o he uss model a e equal o
hose o he ac ual CLT panel subjec ed o wo ho izon al o ces
applied on he op co ne s o he panel (Figu e 5). Consis en ly,
he elas ic modulus o he ho izon al usses Ebis calib a ed so
ha he ho izon al displacemen o he CLT panel simula ed
by usses is equal o ha o he ac ual CLT panel subjec ed
o wo opposi e ho izon al o ces applied on op o he panel
(Figu e 5). The displacemen demands o he ac ual CLT panel
a e de e mined by a second “suppo ” nume ical model, which
simula es only he CLT panel by a single shell elemen wi h elas ic
o ho opic ma e ial. The Young and shea moduli in he h ee
mu ually pe pendicula di ec ions o he shell elemen s depend
on he mechanical cha ac e is ics o he conside ed CLT panel.
F ic ion dampe s a e simula ed by ze o-leng h elemen s loca ed
a he beam- o-column in e sec ion (Figu e 4). The beha io o
ic ion dampe s in he ho izon al di ec ion is desc ibed by an
elas ic-plas ic beha io (S eel01 uniaxialMa e ial in OpenSees),
whose yielding s eng h ep esen s he ic ion o ce ha ac i a es
he dampe s. In he e ical di ec ion, he dampe can mo e
eely.
The concen a ed g a i y loads on columns a e hose applied
du ing he expe imen al es and a e equal o 250 kN. The
ho izon al loading applica ion sys em o he expe imen al es is
simula ed by a uss elemen wi h s eel elas ic modulus and c oss-
sec ion a ea equal o ha o he s eel ie used in he es . The
uss connec s wo addi ional ex e nal nodes ha a e o mally
coinciden wi h he RC beam ends. Each addi ional node is
connec ed o he co esponding node o he beam end by a ze o-
leng h elemen ha eac s only in comp ession wi h e y la ge
axial s i ness. Two opposi e ho izon al o ces equal o 320 kN a e
applied a each end o he beam o eplica e he p es ess o ce
applied in he es .
1780 o 1796 Ea hquake Enginee ing & S uc u al Dynamics,2025
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H
L
h
h
Shell elemen
h
Ho izon al displacemen
equilib ium
Ve ical displacemen
equilib ium
H
L
h
h
Shell elemen
h
1) Fo ces wi h same di ec ion
Ho izon al displacemen
equilib ium
2) Fo ces wi h opposi e di ec ion
FIGURE 5 E alua ion o he axial s i ness o equi alen usses simula ing he CLT panel.
(b)(a) (c)
D i [mm]
D i [mm]
D i [mm]
FIGURE 6 Expe imen al e sus nume ical cyclic esponse o he uns eng hened ame in e ms o o al base shea - op displacemen : (a) sub-
componen app oach, (b) nume ical model o RC ame (la ge ampli ude displacemen s); (c) nume ical model o RC in illed ame (low ampli ude
displacemen s).
3.2 Calib a ion o he Pa ame e s o he
Nume ical Model
To calib a e he mechanical ea u es o he desc ibed nume ical
model, he esul s p o ided by he expe imen al es , in e ms o
base shea and op displacemen , a e assumed as a ge s. Two cal-
ib a ion p ocesses a e ollowed in se ies: Fi s , he cha ac e is ics
o he RC ame and he in ill panel a e de e mined based on he
esul s o he cyclic es on he in illed RC ame (wi hou e-CLT
sys em). A e wa d, he ea u es o he e-CLT componen s a e
calib a ed o ma ch he expe imen al esul s o he s eng hened
specimen (wi h e-CLT).
In he i s calib a ion p ocess, he mechanical cha ac e is ics
o bo h RC membe s (columns and beams) and in ill panels
a e deduced om he same expe imen al es , ollowing a “sub-
componen ” app oach (Figu e 6a). This app oach is based on he
expe imen al obse a ion ha , o la ge displacemen demand,
he s i ness and s eng h o he in ill panel d as ically dec ease
in almos all RC amed s uc u es subjec ed o ho izon al o ces.
This allowed he de e mina ion o he mechanical pa ame e s o
he RC membe s assuming as a ge he cyclic esponse unde
he la ges displacemen ampli udes, when he s i ness and
s eng h o he in ill panel has become negligible. In his s ep,
he nume ical model includes only he RC membe s and he
maximum comp ession s eng h o conc e e Fcm is se equal o
21.65 MPa, i.e., he mean comp essi e s eng h ob ained om he
conc e e comp essi e coupon es s. The co esponding Young’s
modulus Ecm is calcula ed as 2 Fcm/εc2 and i is equal o 21950 MPa.
Howe e , o ake in o accoun he e ec o conc e e c acking, he
momen o ine ia o he sec ion is educed o 50% and 80% o Ig
o beams and columns, espec i ely [38]. The con inemen e ec
on he co e o he membe c oss sec ions is neglec ed because
he specimen is ep esen a i e o RC s uc u es designed wi hou
seismic p o isions, ha gene ally ha e ew s i ups. The s ains a
maximum comp ession s eng h εc0 and a c ushing s eng h εcu
a e assumed equal o he con en ional alues 2 ×10−3and 3.5 ×
10−3, espec i ely. The esidual conc e e comp essi e s eng h is
calib a ed based on he esul s o he ull-scale expe imen al es
ca iedou on heRC ameandse equal o6MPa,abou 30%
o he peak alue. The ension s eng h o conc e e is i ually
ze o. As o s eel, Young’s modulus Esis assumed equal o
1781 o 1796
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TABLE 2 Lis o pa ame e s o nume ical model.
Conc e e 01 S eel 02
Maximum conc e e comp ession s eng h Fcm =21.59 MPa Yielding s eng h Fym =400 MPa
Young modulus Ecm =21950 MPa Young modulus Es=210,000 MPa
s ain a maximum comp ession s eng h εc2 =0.002 Kinema ic ha dening a io b=0.001
s ain a c ushing s eng h εcu =0.0035
Residual conc e e comp essi e s eng h =6MPa
In ill panel (Pinching 04)
Thickness w=120 mm Floa ing poin s de ining he eloading o he cyclic esponse:
DispP =0.5, Fo ceP =0.5, uFo ceP =0, DispN =0,
Fo ceN =0, uFo ceN =0
Young modulus Ew=1979.7 MPa
Shea modulus Gw=791.9 MPa
C acking s eng h 0.23 MPa Floa ing poin s con olling he cyclic deg ada ion: gK1,gK2,gK3,
gK4,gKLim =1; gD1 gD2 gD3 gD4 gDLim =0, gF1 gF2 gF3 gF4 gFLim =0.5
Pos -capping deg ading s i ness pa ame e α=0.035
Residual s eng h pa ame e β=0.02
Equi alen usses o CLT F ic ion dampe s (S eel 02)
Elas ic modulus o diagonal uss Ed=13840.3 MPa Yield s eng h (ac i a ion o ce) 25.7 MPa
Elas ic modulus o e ical uss Ec=172423.5 MPa Ho izon al s i ness =299.6 kN/m
Elas ic modulus o ho izon al uss Eb=329436.1 MPa Ve ical and o a ional s i nesses =0.0
210,000 MPa while he yielding s eng h ym is equal o 400 MPa.
The kinema ic ha dening a io bis se equal o 0.001, while
no iso opic ha dening is p esen . Based on he ma ch wi h he
expe imen al esul s o he RC ame, he alue o he yielding
s eng h is assumed lowe han ha p o ided by he coupon
es . This s a egy allowed he nume ical model o ake in o
accoun he s eng h deg ada ion caused by he ins abili y o
longi udinal eba s ha occu ed du ing he expe imen al es a
la ge displacemen demand. These pa ame e s led o he cyclic
esponse plo ed in Figu e 6b by he ed line, which is in qui e
good ag eemen wi h he expe imen al esponse (black line) a e
he comple e c ushing o in ills.
Once he mechanical pa ame e s o he RC membe s ha e
been de e mined, he nume ical model is in eg a ed wi h he
equi alen diagonal usses simula ing he in ill panel. In his
second s ep, he ea u es o he in ill panel a e de e mined so
ha he nume ical model ma ches he expe imen al esponse
when low-medium displacemen ampli udes a e applied, and
he in ill panel has no been signi ican ly damaged ye . The
mechanical p ope ies a e assigned acco ding o he da a p o-
ided by he expe imen al es s. Hence, he hickness is equal
o 120 mm, Young’s modulus and shea modulus a e equal o
1979.7 and 791.9 MPa, espec i ely, while c acking s eng h is
equal o 0.23 MPa. The pa ame e s αand β, which ule he
pos -capping deg ading s i ness and he esidual s eng h, a e
calib a ed o ma ch he cyclic esponse o he in illed ame
p o ided by he es , and alues α=0.035 and β=0.02
a e ound. Since he expe imen al esul s o he in illed ame
showed cyclic deg ada ion o s eng h and s i ness unde cyclic
loading, he alues o he loa ing poin s de ining he load-
ing/ eloading o he Pinching4 uniaxialMa e ial a e epo ed in
Table 2.
The second calib a ion p ocess is de o ed o he de e mina ion
o he mechanical pa ame e s o he usses, simula ing he CLT
panel, and he ic ion dampe s, so ha he s uc u al esponse
p o ided by he nume ical model is in acco dance wi h he
expe imen al esul s o he s eng hened RC ame. Wi h ega ds
o he CLT panel, he elas ic moduli Ed,Ec,Ebo he diagonal,
e ical, and ho izon al usses a e se equal o 13840.3, 172423.5,
and 329436.1 MPa, espec i ely. These alues we e de e mined by
scaling by 0.50 imes he elas ic modulus o he usses ha we e
equi alen o he es ed CLT panel modeled by a shell elemen
(C24 class). The la e was cha ac e ized by an elas ic o ho opic
beha io wi h elas ic moduli equal o 6748, 4622, and 370 MPa
in he X,Y,andZdi ec ions, espec i ely. Figu e 7a shows he
ela ion be ween d i o he ame and sliding o he dampe
loca ed a i s base. I can be obse ed ha he d i inc eases
linea ly wi h he displacemen o he dampe . The ed and black
lines show ha he esul s p o ided by he nume ical model and
expe imen al es a e in good ag eemen . As o he dampe , he
pa ame e s ha need o be de ined a e he yield s eng h o he
elas oplas ic ma e ial and i s elas ic modulus. The expe imen al
es shows a qui e asymme ic esponse o he dampe subjec ed
o he cyclic ho izon al o ce, wi h a peak posi i e and nega i e
s eng h equal o 29.44 and −22.04 kN, espec i ely. The yield
s eng h assigned o he dampe in he nume ical model is se
equal o 25.7 MPa, which is he a e age alue be ween he posi i e
and nega i e s eng hs p o ided by he es . The elas ic modulus
was calib a ed so ha he esponse o he nume ical analysis i
ha o he expe imen al es , and i is se equal o 299.6 kN/m.
The esponses o he dampe p o ided by he expe imen al es
and he nume ical model a e epo ed in Figu e 7b,whe e he
sliding o he dampe has been plo ed as a unc ion o he o al
applied o ce. The wo plo s show ha he nume ical model is able
o p edic accu a ely he esponse o he expe imen al es .
1782 o 1796 Ea hquake Enginee ing & S uc u al Dynamics,2025
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(b)(a)
(d)(c)
-150
-100
-50
0
50
100
150
1257525-25-75-125
D i [mm]
Sliding [mm]
Expe imen al
Nume ical
-300
-200
-100
0
100
200
300
1257525-25-75-125
F [kN]
Sliding [mm]
Expe imen al
Nume ical
-300
-200
-100
0
100
200
300
1257525-25-75-125
F [kN]
D i [mm]
Expe imen al
Nume ical
0
50
100
150
200
250
300
968064483224168421
Dissipa ed ene gy [kJ]
D i [mm]
Expe imen al
Nume ical
FIGURE 7 Compa ison o expe imen al e sus nume ical cyclic esponse o he s eng hened ame in e ms o (a) op displacemen e sus sliding
o he dampe , (b) o al o ce e sus dampe displacemen , (c) o al base shea e sus op displacemen demand, (d) dissipa ed ene gy.
Once he calib a ion o he pa ame e s is concluded by checking
he local esponse o CLT membe s and dampe s, he en i e
nume ical model is ully de ined. A lis o all he calib a ed
pa ame e s is epo ed in Table 2. Hence, he global esponse in
e ms o base shea and op displacemen o he ame is obse ed
(Figu e 7c). The seismic esponse o he s eng hened ame is
cha ac e ized by a peak o esis ance, a ound 200 kN, and a
e y high elas ic s i ness due o he in ill. A e he c acking o
he in ill panel, he s i ness and he la e al s eng h dec ease
and end o hose o he RC ame wi h CLT and dampe s. The
nume ical model ( ed line) is able o es ima e he peak s eng h
and he elas ic s i ness p o ided by he expe imen al es (black
line) accu a ely as well as he cyclic esponse o he ame a e
c acking o he in ills. Indeed, he calib a ed nume icalmodel can
accu a ely p edic he ene gy dissipa ed by he specimen du ing
each cycle o imposed displacemen , wi h a maximum e o a he
ending cycle lowe han 13% (Figu e 7d).
4Case S udy Buildings
A se o case s udies is de ined o encompass RC- amed buildings
cha ac e ized by s uc u al ea u es and seismic sho comings
common in he Medi e anean building s ock. Fi s , he p oce-
du e ollowed o design he RC membe s is p esen ed and all he
con igu a ions o he case s udy buildings a e de ailed. Hence,
he nume ical model de eloped o analyze he case s udy is
desc ibed.
4.1 Design o Case S udy Buildings
Since mos o he exis ing RC buildings we e cons uc ed be ween
he middle and he end o he 20 h cen u y, when seismic codes
we e no in o ce ye o seismic zona ion was s ill unde e olu ion,
hey a e a ec ed by di e en le els o seismic de iciencies.
Following his obse a ion, i s , a e e ence case s udy ame is
designed o g a i y loads only. This is ep esen a i e o hose
buildings ha we e no o iginally concei ed o ace seismic o ces
bu we e a e wa d included in seismic-p one a eas.
This building is i e-s o ey high and has a ec angula plan
layou (Figu e 8) wi h dimensions equal o 28.8 and 15.5 m
in he X-andY-di ec ion, espec i ely. The loo decks a e
ealized by RC jois s a anged along Y-di ec ion connec ed by
a 40 mm hick slab, and a e suppo ed by he ou se en-bay
ames o ien a ed along he X-di ec ion. Only wo ames a e
disposed along he Y-di ec ion, o close he pe ime e o he
plan layou . Since he majo i y o beams a e disposed along
he X-di ec ion and columns oppose hei s ong ine ia axis
mainly along he X-di ec ion, he la e al s i ness and s eng h
along he X-di ec ion a e signi ican ly la ge han hose along
he Y-di ec ion. Such a di e ence in he wo di ec ions o he
building is a ea u e ha o en cha ac e izes s uc u es designed
wi hou seismic p esc ip ions. The dis ibu ion o la e al s i ness
and s eng h is symme ic wi h espec o bo h axes passing
h ough he geome ic cen e o he plan layou , meaning ha
he s uc u al esponse o ho izon al seismic o ces is pu ely
ansla ional.
Dead and li e loads on s uc u al elemen s a e de e mined
acco ding o he nominal alues p o ided in [39]. The allowable
s ess me hod is ollowed o size he c oss sec ions and s eel
ein o cemen o membe s, as p esc ibed by he I alian code
en o ced in 1974 [29]. Columns a e designed conside ing axial
o ce only, while beams a e designed o bending momen and
shea o ce. The in e nal axial o ce No columns and he
dis ibu ed loads es ing on beams a e e alua ed acco ding o
he ibu a y a ea concep . The cha ac e is ic comp essi e cubic
s eng h Rck o conc e e is equal o 25 MPa (co esponding o
cylinde s eng h ck equal o 20 MPa o s eng h class C20/25).
S eel g ade Feb38K wi h a cha ac e is ic yield s ess yk =375 MPa
1783 o 1796
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X- ame models
Y- ame models
(a) (b) (c)
Uns eng hened ame Sp ead e-CLT Local ex ended e-CLT Local na ow e-CLT
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
Δ
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
θ
/
θ
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
θ
/
θ
NC
Beams
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
VEd/V
Rd
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
V
Ed
/V
Rd
Beams
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
Δ
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
θ
/
θ
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5
N
θ
/
θNC
Beams
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
V
Ed
/V
Rd
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5
N
V
Ed
/V
Rd
Beams
FIGURE 13 Dis ibu ion along he heigh a he a ainmen o NC limi s a e in he uns eng hened in illed ame o (a) d i demand; (b) cho d
o a ion D/C a io o columns and beams; (c) shea o ce D/C a io o columns and beams.
building, while in he Y- ame model, wi h espec o he o he
wo e-CLT con igu a ions, i p o ides a simila o a lowe e ec
on he seismic esponse.
The dis ibu ions along he heigh o he uns eng hened ba e
and pilo is building o maximum d i demand, cho d o a ion
D/C a io in columns, and cho d o a ion D/C a io in beams
a e plo ed o he ela ed PGA capaci ies in Figu e 15a–c,
espec i ely. The analysis o he d i demand and he cho d
o a ion D/C a io in columns shows ha X- ame models o bo h
ba e and pilo is buildings in he uns eng hened con igu a ion
expe ienced concen a ion o damage a one o wo s o eys, while
a seismic demand a he dis ibu ed along he heigh is obse ed
in he Y- ame models. When applied in he sp ead o local
ex ended con igu a ion, he e-CLT sys em in he X-di ec ion
success ully educed (by abou 40%) bo h he d i demand
and he cho d o a ion demand o columns o he s o eys wi h
he la ges displacemen demands. I e-CLT sys em is loca ed
acco ding o he local na ow con igu a ion, d i demand
and cho d o a ion demand in columns o he X- ame model
concen a e a a single s o ey ( he hi d in he ba e building and
he ou h in he pilo is building) and become e en la ge han
hose o he buildings in he uns eng hened con igu a ion. This
beha io s ems om he ac ha he e-CLT sys em was loca ed
only a he ou h s o ey in he ba e building and he hi d s o ey
in he pilo is building. Thus, he maximum seismic demand
shi om hese s o eys o he adjacen ones, making he local
na ow con igu a ion no e ec i e om a global poin o iew.
In he Y- ame model, he local na ow con igu a ion shows
he leas impac on he seismic esponse (abou 15% educ ion
on maximum d i and cho d o a ion demands). Wi h ega ds
o beams, he e-CLT sys em leads o a educ ion o he cho d
o a ion demand in beams only in he Y- ame model (−36% and
−43% wi h sp ead con igu a ion in he ba e and pilo is building,
espec i ely), whe e he displacemen demand was a he
dis ibu ed along he heigh and he beams expe ienced a cho d
o a ion demand compa able o ha o columns (as shown in
Figu e 9).
1790 o 1796 Ea hquake Enginee ing & S uc u al Dynamics,2025
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Ba e ame (wi hou in ills)
Pilo is ame
X- ame models
(a)
(b)
Y- ame models
(c)
(d)
Uns eng hened ame Sp ead e-CLT Local ex ended e-CLT Local na ow e-CLT
0
0.2
0.4
0.6
0.8
1
0 0.2 0.4 0.6 0.8
P(LS)
PGA
[g]
0
0.2
0.4
0.6
0.8
1
0 0.2 0.4 0.6 0.8
P(LS)
PGA
[g]
0
0.2
0.4
0.6
0.8
1
0 0.2 0.4 0.6 0.8
P(LS)
PGA
[g]
0
0.2
0.4
0.6
0.8
1
0 0.2 0.4 0.6 0.8
P(LS)
PGA
[g]
FIGURE 14 F agili y cu es o NC limi s a e o he case s udy buildings be o e and a e he in oduc ion o e-CLT.
Gene ally speaking, in he s eng hened X- ame models, espe-
cially in he case o in illed and pilo is building, he sp ead o
local ex ended con igu a ions (1) educe he d i demand con-
cen a ion ha cha ac e izes he esponse o he uns eng hened
coun e pa and (2) lead o an inc eased o he cho d o a ion
demand in he columns o he s o eys wi h lowe d i demands,
which a e o ced o pa icipa e in he dissipa ion p ocess. Thanks
o he la ge numbe o RC membe s in ol ed in he dissipa i e
p ocess and he addi ional con ibu ion o he dissipa i e capaci y
p o ided by he dampe s, he esponse o he ame is d as ically
educed, and he PGA capaci y is signi ican ly enhanced. In
he case o Y- ames, whe e damage is no localized a a ew
s o eys e en in he uns eng hened con igu a ion, he e-CLT
sys em educes he cho d o a ion demand mainly hanks o
he addi ional sou ce o seismic ene gy dissipa ion gi en by
he dampe s, hus he bene i achie ed by he ame is less
ema kable.
7.2 Mean Annual F equency o Exceedance o
Case S udy Buildings a NC and SD Limi S a e
The seismic esponse o he analyzed case s udy buildings is also
assessed in e ms o mean annual equency o exceedance o he
NC and SD limi s a e conside ing he X-andY- ame models.
Fo all he conside ed cases, Figu es 16 and 17 show he a io
o he mean annual equency o exceedance λo SD and NC
limi s a es wi h espec o he ele an limi alues λ eq equi ed
by [45]. I λ/λ eq o e comes uni y, he co esponding e i ica ion
is no ul illed. The a io λ/λ eq is e alua ed conside ing he
ou agg ega ion ules conside ed o he cons uc ion o he
agili y cu es: only duc ile ailu e modes in all membe s, bo h
duc ile and agile ailu e modes in all membe s, o all ailu e
modes only in columns o all ailu e modes only in beams. The
la ges alue among he ou a ios is he one ha quan i ies
he seismic pe o mance o he ame. The ed his og am e e s
o he building in he uns eng hened con igu a ion, while he
ha ched his og ams e u n he seismic pe o mance achie ed by
he in oduc ion o e-CLT in he local na ow (g ey hin ha ch),
local ex ended (black hin ha ch) and sp ead (black hick ha ch)
con igu a ions. When seismic exci a ion ac s in he X-di ec ion
(Figu e 16), he building in he uns eng hened con igu a ion
is a om ul illing ei he he NC o he SD limi s a e and
shows alues o λ/λ eq always much la ge han 2.0. The e-CLT
in he local na ow con igu a ion inc eases he alues o λ/λ eq,
hus esul ing in an ine ec i e in e en ion, which con i ms he
conclusions o Sec ion 7.1. Consis en ly, e-CLT in bo h he sp ead
and he local ex ended con igu a ions signi ican ly enhances he
seismic pe o mance o all he conside ed cases and dec eases
he alue o λ/λ eq o he uns eng hened buildings by mo e
han 50%. Fu he mo e, he ull upg ading, ha is he alue o
λ/λ eq igo ously lowe han one, a bo h SD and NC limi s a es,
is achie ed o all he conside ed buildings when he e-CLT
sys em is loca ed acco ding o he local ex ended con igu a ion.
In he case o seismic exci a ion ac ing in he Y-di ec ion, he
buildings in he uns eng hened con igu a ion ul ill o a e e y
close o ul illing NC and SD limi s a e e i ica ions. Anyway,
he in oduc ion o he e-CLT sys em leads in all he cases o a
signi ican educ ion o λ/λ eq,up oalmos 46%wi h espec o
he building in he uns eng hened con igu a ion.
8P inciples and Guidelines o a Design
P ocedu e
Based on he esul s o he expe imen al es s and nume ical
in es iga ion, a design p ocedu e is p oposed in his Sec ion.
The nonlinea s a ic me hod o analysis, which is a well-known
1791 o 1796
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Ba e ame
X- ame models
Y- ame models
Pilo is ame
X- ame models
Y- ame models
(a)
(b)
(c)
Uns eng hened ame Sp ead e-CLT Local ex ended e-CLT Local na ow e-CLT
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Beams
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Beams
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Beams
0
1
2
3
4
5
6
0% 1% 2% 3% 4%
N
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Columns
0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0
N
/
NC
Beams
θ
Δ
Δ
Δθθ
θθ
θθ
θθθθ
θθ
θθ
θθ
FIGURE 15 Dis ibu ion along he heigh a he a ainmen o NC limi s a e in he uns eng hened ame o (a) d i demand; (b) cho d o a ion
D/C a io o columns; (c) cho d o a ion D/C a io o beams.
p o essional ool also allowed by seismic codes, is used o he
p edic ion o he seismic esponse. In pa icula , he p elimi-
na y seismic assessmen o he uns eng hened building can be
pe o med by pusho e analysis, which is able o es ima e he
collapse mechanism and he co esponding dis ibu ion along
he heigh o he d i demand. Hence, he loca ion o he e-CLT
sys em can be de e mined. I he d i demand is concen a ed a
one s o ey (o a ew s o eys), he e-CLT sys em ollows he local
ex ended con igu a ion. Ins ead, i he d i demand is widesp ead
among he s o eys, he e-CLT sys em can be loca ed acco ding
o he sp ead con igu a ion. A he selec ed s o eys, he numbe
and loca ion o CLT panels depend on a chi ec u al ea u es
o he açade, pa icula ly he numbe o spans wi hou la ge
openings.
A his s age o he design p ocedu e, he ac i a ion o ce o he
dampe s is assumed equal o a easonable alue, o example,
ha o he expe imen al es , and he s i ness o CLT panels is
assumed in ini e. Hence, a second pusho e analysis is pe o med
o assess he seismic esponse o he RC ame wi h he e-
CLT sys ems so a designed. Gi en a a ge alue o PGA, he
co esponding seismic demand o he s eng hened building is
de e mined by nonlinea s a ic me hods o analysis (e.g., Capaci y
spec um me hod o N2 me hod). I he a ge limi s a e has been
o e come, he ac i a ion o ce o he dampe has o be inc eased,
so ha he la e al s eng h o he s eng hened building inc eases
in u n. E en ually, he pusho e analysis can be i e a i ely
epea ed un il he s eng hened building sa is ies he a ge limi
s a e.
A e he ac i a ion o ce o he dampe has been designed,
he size o he CLT panel and he s oke o he dampe can
be de e mined o ul ill he d i demand a he a ge limi
s a e. Speci ically, o ensu e ha he dampe s ully ac i a e and
1792 o 1796 Ea hquake Enginee ing & S uc u al Dynamics,2025
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Ba e ame (wi hou in ills) In illed ame Pilo is ame
e a s imilCNe a s imil DS
Uns eng hened ame Sp ead e-CLT Local ex ended e-CLT Local na ow e-CLT
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/
eq
-66.7%
-67.7%
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/ eq
-54.8%
-47.4%
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/
eq
-69.2%
-68.3%
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/ eq
-74.3%
-64.0%
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/
eq
-58.4%
-58.3%
0
0.5
1
1.5
2
2.5
θ θ+V Col Beam
/ eq
-67.9%
-66.4%
FIGURE 16 Ra io o mean annual equency o exceedance o X- ame models.
Ba e ame (wi hou in ills)
In illed ame
Pilo is ame
NC limi s a e
SD limi s a e
Uns eng hened ame Sp ead e-CLT Local ex ended e-CLT Local na ow e-CLT
0
0.5
1
1.5
2
2.5
3
θ θ+V Col Beam
λ
/
λ
eq
-28.6%
-1.3%
0
0.5
1
1.5
2
2.5
3
θ θ+V Col Beam
λ
/
λ
eq
-30.2%
-43.5%
0
0.5
1
1.5
2
2.5
3
θ θ+VCol Beam
λ
/
λ
eq
-1.8%
-26.3%
-33.7%
0
0.5
1
1.5
2
2.5
3
θ θ+V Col Beam
λ
/
λ
eq
-5.2%
-24.8%
0
0.5
1
1.5
2
2.5
3
θ θ+V Col Beam
λ
/
λ
eq
-40.4%
-45.9%
0
0.5
1
1.5
2
2.5
3
θ θ+V Col Beam
λ
/
λ
eq
-10.0%
-42.7%
-31.1%
FIGURE 17 Ra io o mean annual equency o exceedance o Y- ame models.
dissipa e ene gy, he in-plane s i ness o he CLT panel mus be
se la ge enough o minimize he de o ma ion o he panel i sel
and u n he d i demand mainly in o sliding displacemen o he
dampe s. Hence, he CLT panel can be sized so ha he ho izon al
ela i e displacemen be ween i s bo om and op sides induced
by he ac i a ion o ce o he dampe s is equal o a small a e o
he maximum d i demand a he a ge limi s a e. In u n, he
s oke o he dampe is se equal o he di e ence be ween he
d i demand a he a ge limi s a e and he ela i e displacemen
be ween op and bo om sides o he panel. Since he CLT panels
a e expec ed o emain elas ic du ing he seismic ac ion, s eng h
and s abili y o he panels ha e o be e i ied as well.
1793 o 1796
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Once he e-CLT sys em has been ully designed (loca ion,
numbe , size o CLT panels, ac i a ion o ce, and s oke o he
dampe s), he s uc u al esponse o he s eng hened building
can be assessed by pusho e analysis. I he d i demand o he
s eng hened building a he a ge limi s a e s ill o e comes he
capaci y, he ac i a ion o ce and/o he size o he CLT panel can
be inc eased.
Wi h ega ds o he uppe connec ions, hese can be ealized by
con en ional mechanical and/o chemical ancho s widely a ail-
able in he ma ke . The connec ion can be designed as las s ep
o he design p ocedu e, o sus ain (1) he e ical eac ion o ce
due o he sel -weigh o he CLT panel, plus (2) he ho izon al
eac ion o ce ha esis s he ac i a ion o ce o he dampe s, plus
(3) he e ical eac ion o ce ha a ises o balance he momen
caused by he eccen ici y be ween o ce ansmi ed by dampe s
and ho izon al eac ion o ce o connec ions. These o ces a e
ob ained om he h ee igid body equilib ium equa ions o
he CLT panel. The s eng h o he connec ions can be e i ied
acco ding o p esc ip ions a ailable in seismic codes.
9 Conclusions
The pape p oposes he e-CLT sys em as a e o i sys em sui able
o an in eg a ed ene gy and seismic app oach o upg ading
exis ing RC- amed building s uc u es. The quasi-s a ic expe -
imen al es s ca ied ou on wo ull-scale one-s o ey one-bay
RC in illed ames, wi hou and wi h e-CLT, demons a ed ha
he e o i sys em beha es unde cyclic loading as planned. In
pa icula , du ing he loading p o ocol, (1) he ic ion dampe s,
connec ing he CLT panel o he RC beam, success ully ac i a ed
and slid, (2) he CLT panel and he ic ion dampe as ening
sys em sus ained he o ce deli e ed by he dampe emaining
in he elas ic ange o beha io , (3) he join ac ion o CLT
panel and dampe p o ided he RC ame wi h addi ional la e al
s i ness, la e al s eng h and, e en mo e, ene gy dissipa ion
capaci y. The ac i a ion o he dampe occu ed o he alue
o o ce assumed in design and i s cyclic esponse was s able,
wi hou app eciable s eng h deg ada ion e en a e many cycles
o loading and unloading. A he end o he es , he dampe did
no exhibi e idence o yielding, local ins abili ies, o ano he
kind o damage, hus con igu ing i as a damage- ee de ice ha
does no need o be eplaced e en a e a s ong g ound mo ion.
A nume ical model o he RC in illed ame equipped wi h e-
CLT sys em has been de eloped in OpenSees en i onmen and
calib a ed based on he esul s p o ided by he expe imen al
es s. A p ocedu e based on a sub-componen app oach was
es ablished o he calib a ion o he model. The p ocedu e led
o he calib a ion o he pa ame e s con olling he esponse
o he componen s o he RC ame +e-CLT in subsequen
s eps. Fi s , he mechanical p ope ies assigned o he elemen s
simula ing he RC membe s a e calib a ed assuming as a ge
he cyclic esponse, unde la ge ampli ude displacemen s, o he
uns eng hened RC in illed ame (wi hou e-CLT). In he second
s ep, he pa ame e s o in ill panel a e calib a ed o i he expe i-
men al esponse o he uns eng hened RC ame unde low and
in e media e ampli ude displacemen s. In he hi d ( inal) s ep,
he pa ame e s ha con ol he beha io o he CLT panel a e
calib a ed based on he expe imen al esponse o he ame wi h
e-CLT. The cyclic esponse p o ided by he nume ical models
i s well he expe imen al esponse o bo h he uns eng hened
and s eng hened RC ame o low, in e media e, and la ge
displacemen cycles: elas ic beha io , c acking o in ill panels and
subsequen la e al s eng h deg ada ion, esidual s eng h o RC
ame +addi ional s eng h p o ided by e-CLT. Finally, unning
he nume ical model equi es a low compu a ional bu den, which
makes i sui able o model mul is o ey buildings and pe o m
ex ensi e pa ame ic in es iga ions.
A pa ame ic analysis was conduc ed on i e-s o ey ames wi h
h ee di e en con igu a ions o in ills (ba e ame, wi h ull
heigh in ills, and pilo is ame) and wo di e en ypes o
global nonlinea beha io (d i and cho d o a ion demand
concen a ed a ew s o eys o widesp ead along he heigh o he
ame). The esul s allowed he quan i ica ion o he impac o he
e-CLT sys em on he seismic esponse o ealis ic RC buildings
and p o ided basic guidelines o he design o seismic upg ading
by e-CLT. I was ound ha he e ec i eness o he con igu a ion
o e-CLT is ela ed o he global nonlinea beha io o he RC
building o be s eng hened. The local ex ended con igu a ion (e-
CLT in oduced in he s o ey whe e he d i demand is maximum
plus one s o ey below and one s o ey abo e) is sui able o upg ade
RC amed buildings wi h a concen a ion o d i demand a
a ew s o eys. Ins ead, i he d i demand is widesp ead along
he heigh o he building, he sp ead con igu a ion (e-CLT
in oduced a all s o eys) should be p e e ed. The pusho e
analysis can p edic he ype o global nonlinea beha io o he
building o be s eng hened and, he e o e, can be used o selec
he mos app op ia e con igu a ion o e-CLT. The applica ion o
e-CLT on amed s uc u es wi h concen a ion o demand led o
an inc ease o PGA capaci y by up o 40% and educed he mean
annual equency o exceedance o he conside ed limi s a es by
up o 74%. When e-CLT was used o upg ade amed s uc u es
wi h widesp ead seismic demand, he inc ease o PGA capaci y
and he dec ease o mean annual equency o exceedance o he
conside ed limi s a es we e up o 15% and 46%, espec i ely. The
hi d con igu a ion o e o i , named local na ow con igu a ion
(e-CLT sys ems s ic ly in oduced in he s o ey whe e he d i
demand is maximum), esul ed o be he leas e ec i e and
somewha de imen al. Indeed, on one side, he e-CLT sys em
educed he seismic demand a he s o ey whe e i was in oduced
bu , on he o he hand, shi ed he seismic demand o he adjacen
s o eys, which expe ienced an ab up and signi ican inc ease
in he d i demand. Hence, he e-CLT sys em esul ed o be
a p omising seismic upg ading echnique and he pa ame ic
analysis conduc ed on ealis ic buildings con i med his esul .
In he end, based on he expe imen al and nume ical esul s,
p inciples and s eps o design seismic upg ading by e-CLT a e
p o ided.
Acknowledgmen s
This pape was ca ied ou in he amewo k o he “Ene gy and
seismic a o dable eno a ion solu ions” (e-SAFE) p ojec , which has
ecei ed unding om he Eu opean Union’s Ho izon 2020 esea ch
and inno a ion p og am unde g an ag eemen No. 893135. Nei he he
Execu i e Agency o Small-and-Medium-sized En e p ises (EASME) no
he Eu opean Commission is in any way esponsible o any use ha may
be made o he in o ma ion i con ains.
1794 o 1796 Ea hquake Enginee ing & S uc u al Dynamics,2025
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