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ANALYSIS OF THE STRUCTURAL PERFORMANCE OF
REINFORCED CONCRETE UNDER FIRE LOADING
D. Imamalie 1, A. Sazai o 2, R. Akba li3
Depa men o Cons uc ion and main enance o au omobile oads, Tashken S a e T anspo
Uni e si y, Tashken , Uzbekis an1
Depa men o Mechanics, Aze baijan Uni e si y o A chi ec u e and Cons uc ion, Baku,
Aze baijan2,3
h ps://doi.o g/10.5281/zenodo.17702731
Abs ac . This s udy examined he beha io o ein o ced conc e e s uc u es when exposed
o high empe a u es esul ing om i e. De e io a ion in ma e ial s eng h due o i e exposu e
al e s a ein o ced conc e e s uc u e’s load-bea ing capaci y and o e all beha io . Ele a ed
empe a u es nega i ely a ec key ma e ial p ope ies o ein o ced conc e e, including densi y,
coe icien o he mal expansion, he mal conduc i i y, and elas ic modulus. As a esul , i a
s uc u e expe iences i e ei he concu en ly wi h o p io o an ea hquake, hese changes in
ma e ial p ope ies will signi ican ly in luence i s dynamic pe o mance. Fo he nume ical
simula ion, he selec ed s uc u e was designed wi h a o mwo k plan and load-bea ing sys em in
acco dance wi h ea hquake- esis an design p inciples. Based on his design, ixed and a iable
loads ac ing on he beams we e assigned. By p omo ing esilien in as uc u e capable o
wi hs anding se e e en i onmen al condi ions such as ea hquakes and i es, his s udy con ibu es
o he achie emen o sus ainable de elopmen goals. I unde sco es he necessi y o in eg a ing
i e esis ance in o ea hquake- esis an design o os e disas e - esilien u ban de elopmen . The
indings may encou age mo e lexible and sus ainable cons uc ion p ac ices aligned wi h SDGs
9 (Indus y, Inno a ion and In as uc u e), 11 (Sus ainable Ci ies and Communi ies), and 13
(Clima e Ac ion).
Keywo ds: high empe a u es, conc e e ein o cemen , load-bea ing capaci y, coe icien
o he mal expansion, empe a u e-dependen a ia ions, esilien u ban de elopmen , sus ainable
in as uc u e, ea hquake enginee ing, i e esis ance, and he e ec s o clima e change on
s uc u es.
In oduc ion
Many coun ies ha e ein o ced hei i e-sa e y egula ions ollowing majo i es and
con lic s. Fo ins ance, I aly has in ensi ied i s egula o y amewo k, and he Regula ion on Fi e
P o ec ion o Buildings now es ablishes key a chi ec u al equi emen s in addi ion o p o isions
o de ec ion and supp ession sys ems. Recen s udies u he e lec his shi : [13] in es iga es
he impac o i e cu -o s on ai low wi hin en ila ed acade ca i ies, p o iding enginee ing
assessmen s o solid and pe o a ed cu -o s in Aze baijan and unde lining he need o upda ed
design solu ions. O he esea ch [6,14] employs ANSYS ini e elemen modelling o e alua e he
lexu al esponse and duc ili y o ein o ced conc e e beams wi h GFRP ein o cemen ,
demons a ing ha highe GFRP a ios imp o e load-ca ying pe o mance.
Pos -ea hquake i e (PEF) e ec s on buildings a e examined in se e al s udies [1–4],
which emphasize ha i e loads applied a e seismic and g a i y ac ions signi ican ly educe he
esidual capaci y o damaged s uc u es, highligh ing he need o u he in es iga ion in
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seismically ac i e egions. Addi ional indings in [7] con i m ha sequen ial i e loading u he
weakens al eady comp omised elemen s. Recen wo k also demons a es he po en ial o da a-
d i en app oaches: o example, machine-lea ning models ha e been success ully used o p edic
he p ope ies o ae a ed conc e e inco po a ing ash–slag was e [15], o e ing new oppo uni ies
o pe o mance assessmen in en i onmen s p one o bo h seismic and i e haza ds.
Fu he s udies [16–19,20] in es iga e ad anced ein o cemen s a egies and he
elas oplas ic beha io o s uc u al elemen s unde complex loading, inco po a ing ha dening,
so ening and damage e olu ion- ac o s essen ial o unde s anding he in e ac ion be ween
seismic and i e e ec s. Resea ch on empe a u e-induced s uc u al ansi ions [21] likewise
cla i ies how he mal exposu e al e s ma e ial p ope ies, p o iding impo an insigh s o i e-
a ec ed in as uc u e. Recen ma e ial inno a ions also con ibu e o imp o ed i e esis ance and
s uc u al pe o mance: 3D-p in ed LC3-based enginee ed cemen i ious composi es [22,23] show
enhanced beam beha io , mechanical p ope ies and con olled aniso opy, demons a ing
p omising app oaches o de eloping mo e esilien and ene gy-e icien s uc u al sys ems.
Fi e Cu es
Fi e empe a u es o e ime a e commonly es ima ed using zone models, oom- i e models
and s anda d i e cu es. Among hese, ASTM E119 and ISO 834 a e he mos widely applied,
ep esen ing he s anda d o ms o he na u al and expe imen al cu es desc ibed by Buchanan
(2001). These models assume a uni o m gas empe a u e wi hin he compa men and do no
accoun o lame sp ead o smoke mo emen , making hem mos sui able o pos - lasho e
condi ions. The ISO 834 empe a u e– ime ela ionship used o de ine high- empe a u e
deg ada ion o conc e e p ope ies is exp essed by Equa ion (1):
𝑇 = 𝑇0+345𝑙𝑜𝑔
(8𝑡 + 1) (1)
Fig. 1. Tempe a u e Va ia ion O e Time in Rela ion o he Du a ion o he Fi e.
Unde s anding i e-induced empe a u e de elopmen and he esul ing deg ada ion o
ma e ial p ope ies is essen ial o e alua ing s uc u al pe o mance a high empe a u es.
Al hough conc e e is non-combus ible, i s mechanical and physical cha ac e is ics de e io a e as
empe a u e inc eases. This deg ada ion becomes pa icula ly p onounced abo e 600 °C, a which
poin conc e e may lose nea ly hal o i s s eng h—a le el commonly e e ed o as he c i ical
empe a u e [8–10].
This s udy ad ances he ield in h ee key aspec s. Fi s , i in oduces a empe a u e-
dependen modelling amewo k o ein o ced conc e e ames subjec ed o ISO 834 i e, di ec ly
linking ma e ial deg ada ion in SAP2000 o global seismic esponse indica o s. Second, i
quan i ies he combined in luence o ele a ed empe a u e and seismic loading on la e al
displacemen s, base shea and in e nal o ces, and e alua es he esul ing d i demands agains
ypical code-based limi s o RC s uc u es. Thi d, i p o ides p ac ical guidance by iden i ying
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empe a u e anges in which seismic pe o mance emains wi hin accep able d i limi s, while
sa e y ma gins no ably diminish, he eby indica ing when second-o de e ec s and so -s o ey
beha iou may become c i ical in i e-a ec ed RC ames.
Ma e ial and Me hod
We’ll look a a building mean o esiden ial use. The s uc u e has ou s o ies, h ee x-
di ec ional spans, wo y-di ec ional spans, and h ee spacing be ween hem. The SAP2000
so wa e will be used o model and analyze he s uc u e. C30/37 is he conc e e class selec ed o
he design.
Table 1. Gi es gene al de ails abou he planned s uc u e.
P ope y
Value
Building Use Pu pose
Residen ial
Numbe o Floo s
G ound + 3 Floo s
Floo Heigh
3 m
Floo ing
Ribbed Slab
Founda ion
Con inuous Founda ion
Conc e e Class
C30/C37
S eel Class
B420C
Beam Dimensions
𝑏𝑤=25 𝑐𝑚, ℎ=40 𝑐𝑚
Column Dimensions
𝑏=30 𝑐𝑚, ℎ=60 𝑐𝑚
𝑏=60 𝑐𝑚, ℎ=30 𝑐𝑚
Soil Class
ZB (Sligh ly wea he ed, mode a ely
s ong ocks)
Building Use Class
3
Building Impo ance
Fac o (I)
1
Conc e e Elas ic Modulus
(E)
32000 MPa
Li e Loads (q)
In Rooms: 2 kN/m2
On S ai s: 3.5 kN/m2
On Balconies: 5 kN/m2
A o mwo k plan was de eloped in acco dance wi h ea hquake- esis an design p inciples,
and he a chi ec u al layou was p epa ed wi hin he scope o he s udy. P elimina y sizing o
s uc u al elemen s ollowed he ele an s anda ds and egula ions. The s uc u al sys em was hen
modelled in SAP2000 using he selec ed sec ion dimensions, calcula ed beam loads and de ined
ma e ial p ope ies. Seismic analysis was pe o med in SAP2000 using he Modal Combina ion
Me hod [11,12].
Fig. 2. Model o he modeled s uc u e c ea ed in Sap2000.
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Fo each loo le el, he dynamic analysis uses h ee dynamic deg ees o eedom, which
ep esen o a ional mo ion a ound he z-axis and ansla ional mo ion in he x and y di ec ions.
Consequen ly, each loo le el has a o al o h ee deg ees o eedom. A ou -s o y building has
wel e dynamic deg ees o eedom in o al. The e o e, he e should be wel e mode shapes in he
s uc u e. The able con ains he pe iods and addi ional de ails abou he modes gleaned om he
modal analysis.
Table 2. The building’s na u al ib a ion equencies and pe iods.
Modal
Pe iods and
F equencies
Eigen alue
( ad2/sn2)
Pe iod (s)
F equency
(Hz)
1
0.932045
1.07291
0.932045
2
0.815862
1.22569
0.815862
3
0.752464
1.32897
0.752464
4
0.263753
3.79143
0.263753
5
0.232894
4.29379
0.232894
6
0.216319
4.62281
0.216319
7
0.127348
7.85249
0.127348
8
0.112993
8.85008
0.112993
9
0.105233
9.50271
0.105233
10
0.081042
12.33924
0.081042
11
0.07197
13.89459
0.07197
12
0.066917
14.94389
0.066917
Tempe a u e Assignmen o he S uc u e: When e alua ing ein o ced conc e e
s uc u al elemen s exposed o high empe a u es ( i e), i is essen ial o accoun o he
empe a u e-dependen deg ada ion o ma e ial p ope ies. In his s udy, a s anda d compa men
i e was ep esen ed by he ISO 834 i e cu e. The i e was assumed o a ec only he s uc u al
elemen s a he g ound loo , whe e he columns a e c i ical o he global s abili y o he ame,
while he uppe -s o y elemen s emained a ambien empe a u e (20 °C).
In SAP2000, he i e scena io was modeled by assigning empe a u e-dependen conc e e
p ope ies o he g ound- loo columns a disc e e empe a u e le els (20–680 °C). Fo each le el,
he co esponding educ ions in Young’s modulus and densi y om Table 3 we e applied only o
he hea ed columns, while all o he elemen s e ained hei o iginal p ope ies. Each analysis case
he e o e ep esen s he same g a i y and seismic loading, bu wi h p og essi ely educed s i ness
and mass in he i e-exposed columns. This p ocedu e p o ides a di ec and consis en link be ween
he empe a u e-dependen ma e ial da a in Table 3 and he displacemen s and in e nal o ces
p esen ed in he Resul s sec ion.
Table 3. Tempe a u e-dependen ma e ial p ope ies o conc e e used in he analysis o he
i e-exposed g ound- loo columns.
Time (min)
Tempe a u
e (°C)
Young's Modulus
(E) (MPa)
Densi y (ρ)
(kg/m3)
0
20
32000
2500
1
349
22450
2394
2
445
16352
2365
3
502
12653
2353
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Time (min)
Tempe a u
e (°C)
Young's Modulus
(E) (MPa)
Densi y (ρ)
(kg/m3)
4
544
9991
2344
5
576
7910
2336
6
603
6200
2331
7
626
4750
2326
8
645
3491
2321
12
705
0
2308
20
781
0
2292
30
842
0
2278
40
885
0
2269
50
918
0
2262
60
945
0
2256
The alues o Young’s modulus and densi y a each empe a u e we e used di ec ly in he
SAP2000 model o he i e-exposed g ound- loo columns. O he he mal pa ame e s (such as
speci ic hea and he mal conduc i i y) we e no equi ed in he s uc u al analysis and a e
he e o e no lis ed he e. All igu es in his pape a e o iginal and we e p epa ed by he au ho s
based on hei own nume ical simula ions in SAP2000.
Resul s
The mass and elas ic modulus o he ma e ial dec ease wi h inc easing empe a u e,
esul ing in an inc ease in he s uc u e's i s pe iods in bo h he x and y di ec ions. Up o 300°C,
his inc ease is sligh , bu a e ha , i has g ea ly inc eased, especially a 600°C, when i is oughly
wice as high as i was a he beginning.
Table 4. Join ’s displacemen s based on empe a u e (mm).
Node
20°C
100°C
200°C
300°C
400°C
500°C
600°C
680°C
1
0.56
0.56
0.55
0.61
0.70
0.86
1.21
2.70
2
1.48
1.49
1.47
1.62
1.86
2.26
3.19
7.08
3
2.31
2.31
2.29
2.52
2.89
3.52
4.95
11.00
4
2.92
2.92
2.89
3.18
3.65
4.44
6.25
13.89
Fig. 3. Join displacemen s as a unc ion o empe a u e (mm).
Modal e ec i e masses ha e dec eased as a esul o ising empe a u es and longe
s uc u e pe iods, which has dec eased he s uc u e’s base shea o ces. Al hough his decline is
no e y no iceable un il 300°C, i has since accele a ed, especially eaching abou 46% a 600°C.
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Table 5. Base shea o ce.
Tempe a u e (°C)
𝑽𝒕x (kN)
𝑽𝒕𝒚 (kN)
20
58
66
100
58
66
200
57
65
300
51
59
400
45
52
500
36
43
600
27
31
Conclusion
The educ ion in la e al s i ness leads o inc eased nodal displacemen s, e en hough base
shea dec eases wi h empe a u e. This inc ease is modes up o 300 °C bu becomes mo e
p onounced a highe empe a u es, eaching abou 2.16 imes he ini ial displacemen a 600 °C
(Table 4). A 680 °C, he maximum oo -node displacemen is 13.89 mm compa ed o 2.92 mm a
20 °C. Fo he 12 m building heigh , his co esponds o a d i a io o app oxima ely 0.12 %,
which emains well below ypical code limi s o 1–2 % o RC s uc u es. Thus, wi hin he
examined empe a u e ange, he ise in displacemen s does no exceed s anda d se iceabili y o
ul ima e d i h esholds, al hough i no iceably educes he s uc u al sa e y ma gin.
Seismic loo o ces dec ease due o he educ ion in base shea unde ea hquake loading.
Wi h inc easing empe a u e, axial o ces, shea o ces and bending momen s in columns and
beams also decline; a 600 °C he in e nal o ces emain abou 93 % o hose a 20 °C, indica ing
ha he load-bea ing capaci y is no ully exhaus ed, consis en wi h p e ious obse a ions o i e-
exposed RC columns [5]. Howe e , he combined e ec o la ge la e al displacemen s and
educed s i ness shows ha he s uc u e is app oaching condi ions whe e second-o de e ec s
and so -s o ey beha iou may become c i ical i empe a u es ise u he o i e exposu e is
p olonged.
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