zhong-zhang-1999-application-and-development-of-concrete-filled-steel-tubes-(cfst)-in-high-rise-buildings.pdf

ADV STRU ANALYSIS

1. ApplicationandDevelopment of
Concrete-FilledSteelTubes
(CFST)inHighRiseBuildings
Shan-tongZhongandSumeiZhang
Harbin University ofArchitectureand CivilEngineering,PRC
ABSTRACT: In recent years,theoreticalresearchachievementsinChinahave
clearlyshowed theadvantagesofCFSTmembers.Especiallythey have a better
aseismicperformancethan steelstructures.In addition, forhigh-risebuildings,
the wall of the steel tubes used inCFSTstructures are muchthinnerplate than
that
ofnormal steel columns.Consideringtheshortageof thick steel plates in
China,thestructuralerection and theamountof sitewelding,CFSTstructures
provide areasonableand convenient alternative forChineseengineers. Since the
early 1980s,Chineseengineershave been usingCFSTstructuresin practice. So
far,CFSTstructureshave been adopted in more than 15high-risebuildingsin
China.
I.NEWRESEARCH
ACHIEVEMENTS ONCFST
MEMBERS
Zhong (1994) has shown that CFST members began to
be used as columns in building structures in the early
1950s. From then on, up to the 1980s, many kinds of
superpositionmethods have been used for the theoreti-
calcalculationsand practical design of CFST mem-
bers. Thesuperpositionmethods defined the ultimate
bearing capacity of CFST columns as the sum of the
bearingcapacitiesof steel tube and internal concrete,
expressedas:
where
K
1
is aparametertaking account of the increase of
concretestrength due to the confining force ex-
erted by the steel tube on the concrete;
Advancesin Structural Engineering Vol.2No.21998
K
2
is a parameter taking account of thedecreaseof
steel strength due to the confining force;
A iscross-sectionalarea of steel tube;
s
A
c
iscross-sectionalarea of theconcrete;
f is yield strength of the steel;
y
f
Ck
is standardconcretecompressive strength,
The design codes, such asJapaneseDesignCode
(1980),AmericanBuildingCode(1989)andEuro
Code 4 (1992), from 1950s to the 1980s, most of the
research focused on the exact value ofparametersk,
and k
2
•
From time to time, modified values were sug-
gested.Thedesigncodeswerebasedonthe
superposition method and all of the above design for-
mulae were concerned withCFSTmembers subjected
to a single type of loading, eg axialcompressivemem-
bers andbeam-columnsonly. Thecalculationformulae
for CFST members subjected to complex loading, such
as compression, bending, torsion andshearingforce
149

2. Application and DevelopmentofConcrete-Filled Steel Tubes (CFST) in High Rise Buildings
actingsimultaneouslyhave not beensatisfactorilyde-
rived.
Zhong (1994) has shown that within the last ten years,
Chineseresearchershave made greatachievementsin
theprediction
ofthebearingcapacity ofCFSTmem-
bers. In 1994,"CFSTUnifiedTheory"was first sug-
gested by the authors which hasfundamentallychanged
thetraditionalresearchand designmethodsforCFST
members.
Thetheoreticalfoundationof ourresearchwork is as
follows:CFSTisconsideredas if it was anintegrated
"compositematerial".All of thecalculationsare based
on theproperties
ofthe integrated"compositemate-
rial".Memberssubjectedtocomplexloading are also
includedin theresearch.
Theanalysistakes thefollowingsteps:
0"
(J'c
c
(a) Steel
d
e
'e'
1.Decidethe exact constitutiverelationshipsfor steel
andconcreteundercomplexstressesstates (Fig-
ure
1);
2. The finiteelementmethod isemployedto calcu-
late theload-deformationprofiles ofCFSTmem-
berssubjectedto various types of loading;
3. Limit statecriteriaaredefinedusing the load-de-
formationsof themembers;
4. The loadcarryingcapacitiesof members are based
on the limit state stress and thememberdeforma-
tions. In themacro-expression,nodistinctionis
madebetweenthe steel tube and theconcrete.For
memberssubjectedtocomplexloading, the rela-
tionshipsbetween the various loads at theultimate
state have beenstudiedand are
finallyused for
thecalculationof loadcarryingcapacities.
0'---------------Ec
(b) Core concrete
FigureI, Constitutive relations of materials.
plex), but also ongeometricalparameters,such as the
shape
ofthecross-section(circular,squareand more
complexshapes). Fordifferentparameters,behavior
of
CFSTshows acontinuous,unified andinter-connected
change. The suggested design formulae forCFSTmem-
bers are as follows:
Zhong(1994) has shown that afterperformingthe
aboveanalysis,theauthorssuggestedthe"CFSTUni-
fiedTheory"in 1994, and verified it by their own ex-
perimentsand those of others. and
The
CPSTUnifiedTheoryimplies that a CFST, al-
thoughitconsistsof steel tube andconcrete,can be
consideredas asinglematerial,andanalyzedas an in-
tegrated"compositematerial". Taking this approach,
aninvestigationwascarriedout on theload-deforma-
tion
ofCFSTmemberssubjectedtodifferentloads.
Theirbehaviordependsnot only onmechanicalparam-
eters,such asmembersteel ratio andslendernessratio
andphysicalparameters,such as strength andmoduleand
ofthe"compositematerial",stress state (single or com-
N
(1).A<0.2
sc
(I)
150 Advances in Structural EngineeringVol.2No.21998

3. Shan-tongZhongand SumeiZhang
N M T V
(-+_)1.4+(_)2+(-)2sI
NoMo To Vo
When there is an axial tensile load
Stability:
N
(I).A<0.2
sc
and
(2)
(3)
T/T
o
NINo
(a)N-M-Trelation surface
N M T V
(__+_-::---c---:-::-::-__)I.4+(_)2+(_)2::;I
1.4<pN
o
(I-O.4NIN)M
o
To V
o
(4)
NINo
where
N,M,T,V are load acted
011the membersrespectively;
N is axial load;
M isbendingmoment;
T is torque;
V isshearingforce;
No,N
I
,
M
o'To,V
o
arebearingcapacitiesofmember
undersingleloadrespectively;
No isultimateaxial load;
Nt isultimatetensile load;
M,isultimatebendingload;
To isultimatetorque;
V
o
isultimateshearingforce;
<pisstabilitycoefficient ofaxialcompressionmem-
ber;
A
sc
is totalcross-sectionalarea of the member;
f
sCY
iscompositeyieldingstrength;
N
e
Eular'sload.
The aboveformulaerepresentfour-dimensionalsur-
faces. When
anyoneis zero, thenbecomethree-dimen-
sionalsurfaces(Figure2a). If two are zero, thenchange
to a curve(Figure2b). Finally, if three of them are zero,
we have asingleloading state(Figures3, 4, 5 6).
If
designstrength,f
sc
'
is used instead of(Cy'these formu-
laebecomedesignformulae.
N
(2).A20.2
Je
1.0
(6)
M/Mo
N=Af
o sc scy
r is theouterradius of the steel tube.
o
The average stresscorrespondingto 3000 u Eis de-
fined as thecompositeyieldstrengthf
Sq
'
Then
A=1tr
2
sc 0
(b)N-Mrelation curve
Figure2. Relation surface.
1.0
2.BEARINGCAPACITIES OF
CFSTMEMBERSSUBJECTEDTOA
SINGLE
LOADTYPE
2.1AxialCompressionStrength
Figure 3 shows typical axial force, N, andcorrespond-
ing strain,
E,in the members.Figure3bcomparestheo-
retical andexperimentalresults, whichcoincidewell.
with each other. Theordinatedenotesaxialcompressive
load N, or axialcompressivenominal(average)stress,
o=N/A.
sc
where
IT2V2
-(;,)-(V)<P.!.,.,.
o 0
M 1.4T2V2<
(I-04NIN)M)+(r)+(11)_I
• e 0 0 0
(5)
N
(--+
<pN
o
and
AdvancesinStructuralEngineering Vol.2No.21998
151

4. Application and DevelopmentofConcrete-Filled Steel Tubes (CFST) in High Rise Buildings
a(MPa)
IZOr---"T--Lr--r---,--r---r---,r---r---,..--,
DHIId.IxL=IOS.2•3.0S•312
001--+ r,..322~lpa (~.. 46.2 Mpa
2.2AxialTensionStrength
Under a tension load, theCFSTbearingcapacityis cal-
culated by steel tube only. But the yield stress
ofsteel
can be increased 10% due to theexistence
ofthe hoop
tensile stress in the steel tube. Figure 4 shows both the
calculatedandexperimentalcurves. The loadcarrying
capacity of a tensionmemberis:
N
f and f
c
are the designcompressionstrength of the steel
and concrete respectively;
ais the steel ratio;
yiscompositematerial coefficient, which ranges from
1.198 to 1.28, for steel Q235, Q345, Q390,concrete
C30-C80,and steel ratio
a.=0.44-0.20.
E
E
.1<
No(J:,.)
3000~le
(a)
80~-h""'4- dxIxL>102.3x1045x312
--l~+-+--+-r- I I
I--Ih"",+---I-r,=265 Mpaf.a=41Mpa
, I • I
h'7'+--+-+--+---calculaled
- - -luled
0.0020.0040.008 0.008
E
(b)
o
Figure 3.Axialcompression. (a)
FromFigure3a, we obtain the axialcompressive
compositeelasticmodule
E,c'The strengthf,CYis deter-
mined byformula(7): .(J's(MPa)
300
80004000
(b)
--calculaled
- - -luled
ZOOOo
D-59rnm
l-I.8mm(7)
B=0.17591;./235+0.974;
and
where
Figure 4.Axial tension.
(c)
--calculaled
- - -lesled
zoo
o
,.,Ios(MP.a._~ _
D-5?8mD:l
l-O.8mD:l
where
~()=A.f/(A))=af/fc;
a=A
s
/
A
e
;
Y=r:u:
C=-0.1038fck/20+0.0309
and theconfiningcoefficientis given by
The design axialcompressionstrength is:
/52 Advances in Structural Engineering Vol.2No.2/998

5. Shan-tong ZhongandSumei Zhang
M
o IOOOO~lE
(a)M-$relation curve
M(kNm)
120 --
85-2
-85-6
o-1-2
Nr=~A,
1 2 3 ..5 6 7 B 9'10
1
~IEEz(+)
-4-5 -6-7 -8x10
3
I.lEE
z
(_)
(b) M-Ezrelation curve
Figure5. CFST bending member.
The value is given by:
Where k is aparameterallowingfor the restrain to ra-
dialmovement
k=1.1
the design axial tension strength is defined as
N=kfA
s
2.3Bending
FigureSashowsa typicalbendingmoment, M, and
curvature,
<1>,relationforCFSTbendingmembers.
Figure 5bcomparestheoreticaland test results.
Abendingmoment,correspondingto maximum ten-
sion fibre strain equals of 10000 u
Eis defined as the
limit orultimatemoment(see Figure 5a).
AdvancesinStructuralEngineering Vol.2No.21998
where
Y
m
is acoefficientof plasticity. IfN/Asc~0.2fSCY' then
use 1.071
Y
m
as the coefficient;
W
sc
is a sectioncharacteristicfactor.
2.4Torsion
For CFST memberssubjectedto atorqueFigure6a
shows a typical relation between torque and correspond-
ingdeformation.Figure 6bcomparestheoreticalcurve
with test curves.
A shear stresscorrespondingto amaximumfibre
strain of 3500 u
£is defined as thecompositeshear
yielding strengthf,/v(Figure6).
Thecompositeshearyieldingstrengthis:
1./
v=(0.422+0.311a2.33)~O,13:r.c)'
153

6. Application and DevelopmentofConcrete-Filled Steel Tubes (CFST) in High Rise Buildings
T(KNm)
25
c
e(deg.)
TB2-1
o"t"L= 133"3.0"200 (mm)
t;=3~4.34Mparek=30 4 Mpa
,50010001500 2000Y(11£)o
o2 4 6 8 10 12 14 16 18
I ! I I ..
20
15
10
y(ue)
)∙7
rsc
p
rsc
f
y v
sc
f
Pv
sc
(a)r-ytypical curve (b)
Figure 6. CFST torsionmember.
Therefore,theultimatetorsion capacity is:
T=YWTl'.I
v
o TscJ.,c
and theultimateshear capacity is:
v- Af\'V
0-Yv'a.,r!sc∙
where
Y
T
is the plastic torsion coefficient;
Y
v
is the plastic shear coefficient;
W~cTis a sectioncharacteristicfactor.
From Figure 6a thecompositeshear modulus
G~can
also bedetermined.
The ratio of G IE is in the range of0.27-0.38and
sc sc
the ratio of GIE for steel is 0.384, for steels Q235, Q345,
Q390, andconcretesC20, C30, C40, C50, C60, C70,
C80 and steel ratio4%-20%.
Itis shown that all of thesecompositeindexes for
CFSTarereasonable.Using thecompositemodulus
E~candG
sc
'commerical software can be easily employed
tocalculatethe forces and deflection of statically inde-
terminate-structures once aCFSTisconsideredas a
compositematerial.
3.DYNAMICBEHAVIOROFCFST
MEMBERS
Based on theconstitutiverelations for steel and con-
crete, the finiteelementmethod is employed to calcu-
late theresponseofCFSTmembers subjected to lateral
cyclic loading, theHysteresisloops of
M-Ijland their
envelope curve.
TuY.Q. Zhong S.T. and He
RQ.(1995) have shown
that a bilinear model for steel is taken and the bound-
ary surface model for concrete as shown in Figure 7.
Figure 8 shows the moment curvature
(M-Ijl)relations
of a CFST member under a cyclic loading. There is no
descendingstage on the whole profile, which issimilar
to that of a steel member with no local buckling. This
verifies that CFST has good ductility. Using the
M-Ijl
hysteresis loops, the lateral load anddisplacement p=~
hysteresis loops for abeam-columncan becalculated
shown in Figure 9. Theycoincidewell with test results.
Both the theoretical analysis andexperimentsshow
that there are two kinds of
p-~hysteresis loop. The
author therefore suggested two kinds of model, a two-
segment line model and athree-segmentline model
(Figure 10). Thediscriminantis:
nt..,2=A
A = 11.04(0.018+0.026n-0.012n
2
)(
(E -
s
(E~-E)(I-a
2
»/(f,.p-a)+af)
where
n iscompressionratio;
A.is slenderness ratio,A.= 4LID;
L is effective length of the member;
D is thediameterof steel tube;
E and E are elastic modulus of steel and concrete.
s c
For the suggested model, there is no descending stage
if
nA.2~A;it does exist ifnA.
2
>A.FornA.
2=A,
ifnel ,A.
shall be in the range of17-23,and LID in the range
4.25-5.75.
/54 Advances in Structural Engineering Vol.2No.21998

7. Shan-tongZhong and SUlIIeiZhang
f,
-------f-".....:=..--t--r---E
f,
(a)
MIM,
---f--+-~-f--+-+----tl- '/J10,
(a)
Ilallchydraulicaxl.(Aline) MIM,
432
o~__J--__..L.-__..L.-__..J.--t_eIe,
boundarysurface
ofminordamaaes
boundarysurface 1.0
ormaximumdamages
"---""::..",...L....-------crI
(b)
Figure7. Models of materials.
(b)
Figure8. M-eJlhysteresis loops and its skeleton curve.
Calculationsandanalysison high risebuildings,
show that steel tubediametersofCFSTcolumnsare
usuallycomparativelybig. Under thiscondition,CFST
columnsareusuallyof a low effective length.
Itis con-
cludedthat there is no need to limit thecolumncom-
pressionratio in design.
4.THEADVANTAGES OF CFST
MEMBERS
INHIGH-RISE
BUILDINGS
Theresearchachievementsshow that CFSTs provide
someexcellentadvantagesif used in high-rise build-
ings as follows:
4.IHighBearingCapacityifusedforFrame
Columns
Forbuilding2(Figure12), themaximumsize of CFST
columnsis 1120 mm x 14 mm (ie diameter, tube wall
thickness)underamaximumcompressionforce of
40000kN. If RCcolumnsare adopted, their size will
be 1400 mm x 1400 mm. Forbuilding3(Figure13),
themaximumcompressionforcereaches90000kN for
a singlecolumnand the size
ofCFSTcolumnsare
1600 mm x 28 mm. A RCcolumnwould be 2200
mm
x 2400 mm. The crosssectionalarea ofCFSTcolumns
are smaller, which increases the useful area
ofthe build-
ings, anddecreasesthe load on thefoundation.
4.2GoodAseismicBehavior
Research results show that ifCFSTmembersare sub-
jectedto bothcompressionforce and cyclicbending
moment, theoutlineof theirmoment-curvaturecurves
are the same as those for steelcolumnswith no local
buckling. Hence, theaseismicbehavior
ofCFSTcol-
umns is better than that of steelcolumns.Adesigner
has only to put alimitationon theslendernessratio of
themembers,but not on the axialcompressionratio.
This can beeasilyrealizedinengineeringpractice.
ThereforeCFSTcolumns'sizes arereduced.
AdvancesillStructuralEngineering Vol.2No.21998 155

8. Application and DevelopmentofConcrete-Filled Steel Tubes (CFST) in High RiseBuildin~s
PO'G'i)
40.00
20.00
0.00
-20.00
-40:00
calculated tested A(mm)
-60.00'---.L._.J..---'-_~-L -L_..L--L_Ll-",
-40.00-30.00-20.00-10.000.0010.0020.0030.0040.00
(a)
P,
p(K:~)
40.00
(a)
(d) Pourconcreteinto steel tubes every few stories.
-----T---
I I
I I
I I
I I
I I
I I
I I
I I
. I I
(b)
Figure10. Two-segment and three-segment line models,
(c) Erect the structures floor by floor, and at the same
time excavate the earthdownwardto build the
substructuresunder ground level.
P,
P
-
-40.001 --.:;....-'.
-60.00L=',cal~ulat~d -.-,-t.este~ 6.!m..m)
-40.00-30.00-20.00-10.000.0010.0020.0030.0040.00
(b)
0.00
Figure9.P-.1hysteresis loops.
-20.00
20.00
4.4EmptySteelTubeColumns
Empty steel tubecolumnsare light so their transporta-
tion iscomparativelyeasy,
4.3SteelTubesinCFSTMembers
Steel tubes inCFSTmembershave a very thin wall
thickness
ofless than 40 mm. But for steelcolumnsin
high-risebuildings,theirplate thickness is always big-
ger than 100 mm. It is not only convenient to obtain
thin steel plates, but alsoeasierforerectionon site and
manufacturein plants,
4.5CounterConstructionMethod
As thecouftterconstructionmethod is nowadays very
popularon site,
itmakesfastconstructionpossible,
Thecounterconstructionprocedureis as follows:
(a)Afterfinishing thefoundationwork, make a hole
for everyCFSTcolumn.
(b) Erect theemptysteel tubecolumnsand the ground
floorstructuresatgroundlevel
(±0,0)to form a
stablestructurelsystem.
In building 2, the framecolumnsadopted areCFST
members, butthe.aseismicinnercylindricalframe still
utilized RC structures, which wasconstructedfromthe
foundation upward. This reduced the construction speed.
Hence, in fact, asemi-counterconstructionmethod was
used in this building.
In building 3, not only the framecolumnsareCFST
members, but the innercylindricalframe isCFSTof
28 columns forming arectangularspace truss. Hence,
thecounterconstructionmethod isrealizedcompletely
on this object.
156 Advances in Structural EngineeringVol.2No.21998

9. Shan-tong Zhong and Sumei Zhang
Figure 11.Jinyuanbuilding.
S.INTRODUCTIONTOTYPICAL
HIGH-RISEBUILDING
BuildingIis thelinyuanbuildinginXiamen,Fujian
Province.It is a28-storeybuildingwith 2 stories un-
derground.Its height is 95 m. The largestCFSTcol-
umn used is
<I>900 mm x 12 mm withC40concrete
(Figure
II).
Building2(Figure12) is the linwanNewspaper
buildinginTianjin.It is 38 stories above ground and 2
storiesunderground.Its total height is 137 m and its
totalconstructionarea82000m'. It is a roundbuilding.
The largest
CFSTcolumnused is <I>1120 mm x 14 mm
with
C60concreteinside. It was inservicein 1997.
Building3 is the SegPlazainShenzhen,Guangdong
province.
Ithas 70 stories abovegroundlevel and 4
storiesunderground.Its heightreaches278.8 m. The
totalconstructionarea is 160000 m'. The largestCFST
columnsare
<I>1600 mm x 28 mm withC60concrete
(as shown inFigure13). At the time of writing, Seg
Plazais built to the 37th storey. SegPlazawill be the
highestbuildingin the world, with allcolumnsbeing
CFSTmembers.
6.CONCLUSION
AsCFSTmembershave very goodstructuralbehavior,
they will beutilizedin more and morehigh-risebuild-
ings inChina.TheauthorexpectsthatCFSTmembers
will be used inhigh-risebuildingsmore often than steel
structuresinChina.
Advancesin Structural Engineering Vol.2No.21998
Figure12. JinwanNewspaperbuilding.
157

10. Application and DevelopmentofConcrete-Filled Steel Tubes (CFST)inHigh Rise Buildings
C =-o.1038'£'k120+0.0309= -0.1663
Or from Table 6.2.5ofChineseDesignCode(DL 5099-
1998)obtainingthe value off
sc
A.= 4LID=4*400/80= 20
o
<p=0.999(Table 6.3.1 inaboveCode)
N=ofA=0.999*56*5026.5*10
3
=28120kN
't'sc sc
::=27500kN.
Example2
DesignaCFSTbeamcolumn.Thememberissubjected
to axialcompressiveload
N=27500kNandbending
moment
M= 687.5kNM.Theeffectivelength ofthe
memberis L = 4 m. Steel Q345 and
C60concreteare
used. f
y
= 345Nzmrn",f=315Nrmm',f
Ck=38Nzmm'
and f
c
= 28N/mm
2
•
Figure13. Seg Plaza
ExampleI
Designa CFSTmember.Thememberissubjectedto
axialcompressiveload
N=27500kNwitheffective
lengthL = 4 m. SteelQ345and
C60concreteare used.
f = 345
Nzmrn',f = 315Nzmm',fk= 38Nzmm'and
y c
f=28Nzmm",
c
Solution
Initially,steeltube lj>800x12 isassumedfor theCFST
member.Correspondingly,
A =
1t40
2
=5026.5ern?
K '
.
A=A-A = 297em'.
s sc c
a=;4I A=0.063
J e
~o=AII(Aj)=0.70875
B=0.17591..1235+0.974= 1.2322
158
Solution
Initially, steel tubelj>800x18 isassumedfor the CFST
member.Correspondingly,
A=1t40
2
=5026.5em'
sc
~o=A/I(Aj)= 1.08
a=A I A=0.096
s C
From Table 6.2.5ofChineseDesignCode(DL 5099-
1998)
t:=65NII11111
2
A.=4LID=4*400/80=20
o
From Table 6.3.1 in aboveCode
<p=0.999
From Table 6.2.8 and Table6.2.9
EM=1.097*58302=63576 Nzmm'
sc
N/A
sc
=27500*10
3/502660
= 54.7>0.2<pf
sc
=13 Nzmrn'
AdvancesinStructural Engineering Vol.2No.21998

11. Shan-tong Zhong and Sumei Zhang
N M
-+ <f
<pA,e1.071Y",W".(l-O.4NINe>-sc
Y=1.4
m
1t:
W=-40
3=50265em'
.Ie4
N=1t:
2
EMAI')}=788510kN
e ofC.'ie
275000* 10
3
-0.-:-99-::-:9::-:'*--=-50-::-:2::-:6:-:"60-=-+
687.5*10
6
1.071*1.4*50265*I03(1-0.4*27500/788510)
=54.8+9.3=64.1""65N1111111
2
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PROF.ZHONGSHAN-TONGwas born in 1919, in Hangzhou, Zhejlang Province. He works in
theHarbin University ofArchitectureand Civil Engineering. He is asupervisorof both
doctoralstudentsandpostdoctoralfellows of this university. He Isa well-knownprofessorof
steelstructuresandsteel-concretecompositestructures.From 1988 to 1993, he was
thefirst
andsecondtermpresidentof the InternationalAssociationforCooperationand Research of
Steel-ConcreteCompositeStructures (ASCCS). Now he is the pastpresidentof ASCCS. Since
1986 until now, Prof.Zhong is thepresidentof ChinaAssociationforSteel-Concrete
CompositeStructures.
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