Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression
This study outlines the experimental investigation of the steel tube columns filled with selfcompacting concrete under axial compression. The effect of the stiffening arrangements and the concrete strength on the properties of the concrete-filled steel tube columns having stiffeners of different geo...
Збережено в:
| Опубліковано в: : | Проблемы прочности |
|---|---|
| Дата: | 2017 |
| Автори: | , , , |
| Формат: | Стаття |
| Мова: | Англійська |
| Опубліковано: |
Інститут проблем міцності ім. Г.С. Писаренко НАН України
2017
|
| Теми: | |
| Онлайн доступ: | https://nasplib.isofts.kiev.ua/handle/123456789/173592 |
| Теги: |
Додати тег
Немає тегів, Будьте першим, хто поставить тег для цього запису!
|
| Назва журналу: | Digital Library of Periodicals of National Academy of Sciences of Ukraine |
| Цитувати: | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression / W. Liang, J.F. Dong, S.C. Yuan, Q.Y. Wang // Проблемы прочности. — 2017. — № 1. — С. 140-148. — Бібліогр.: 21 назв. — англ. |
Репозитарії
Digital Library of Periodicals of National Academy of Sciences of Ukraine| _version_ | 1860126938136313856 |
|---|---|
| author | Liang, W. Dong, J.F. Yuan, S.C. Wang, Q.Y. |
| author_facet | Liang, W. Dong, J.F. Yuan, S.C. Wang, Q.Y. |
| citation_txt | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression / W. Liang, J.F. Dong, S.C. Yuan, Q.Y. Wang // Проблемы прочности. — 2017. — № 1. — С. 140-148. — Бібліогр.: 21 назв. — англ. |
| collection | DSpace DC |
| container_title | Проблемы прочности |
| description | This study outlines the experimental investigation of the steel tube columns filled with selfcompacting concrete under axial compression. The effect of the stiffening arrangements and the concrete strength on the properties of the concrete-filled steel tube columns having stiffeners of different geometric dimensions has been investigated. The failure modes, ultimate loads, stiffness, ductility and strain response of the concrete-filled steel tube columns during the experiment have been analyzed. The results imply that the local buckling of the steel tubes can be delayed by the stiffeners. Moreover, the specimen with the four-sided stiffening arrangement possesses higher stiffness and better ductility as compared with the two-sided one. The test results also demonstrate that the proposed stiffening schemes can improve the ultimate compressive capacity. The predicted ultimate loads have been compared using the existing codes, and the modified formula has been proposed. A good agreement between the theoretical and the experimental results is observed.
|
| first_indexed | 2025-12-07T17:41:57Z |
| format | Article |
| fulltext |
UDC 539.4
Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined
Stiffener Ribs under Axial Compression
W . L ian g ,a J . F . D ong,a1 S. C . Y u an ,b an d Q. Y. W a n g b
a School of Architecture and Environment, Sichuan University, Chengdu, China
b Failure Mechanics and Engineering Disaster Prevention and Mitigation Key Laboratory of Sichuan
Province, Sichuan University, Chengdu, China
1 apiver@sohu.com
This study outlines the experimental investigation o f the steel tube columns filled with self-
compacting concrete under axial compression. The effect o f the stiffening arrangements and the
concrete strength on the properties o f the concrete-filled steel tube columns having stiffeners o f
different geometric dimensions has been investigated. The failure modes, ultimate loads, stiffness,
ductility and strain response o f the concrete-filled steel tube columns during the experiment have
been analyzed. The results imply that the local buckling o f the steel tubes can be delayed by the
stiffeners. Moreover, the specimen with the four-sided stiffening arrangement possesses higher
stiffness and better ductility as compared with the two-sided one. The test results also demonstrate
that the proposed stiffening schemes can improve the ultimate compressive capacity. The predicted
ultimate loads have been compared using the existing codes, and the modified formula has been
proposed. A good agreement between the theoretical and the experimental results is observed.
Keyw ords: concrete-filled steel tube, self-compacting concrete, stiffening, axial compression.
In tro d u c tio n . Concrete-filled steel tube (CFST) structural elements are used
w orldwide as prim ary colum ns and beam -colum ns in high-rise buildings to resist the frame
lateral load. They exhibit higher strength and stiffness values, good ductility, and etc [1, 2].
The com posite structure m akes it possible to use the m aterials adequately and to strengthen
the CFST colum ns [3]. To reduce in steel consum ption and welding workload, the
thin-w alled steel tubes are w idely used instead o f the com m ercial steel tubes w ith the
subsequent developm ent and application o f high-perform ance steel. However, local
bucking easily occurs on the thin-w alled concrete-filled steel tube due to its insufficient
confinement, particularly w hen the square or rectangular cross sections are used [4, 5].
M any attem pts have been m ade to investigate the enhancem ent as well as the
perform ance o f CFST using different stiffening m ethods [6-8]. They dem onstrated their
efficiency in delaying the local buckling o f the steel tubes, and also their m oderate effect on
the ultim ate com pressive capacity. Furtherm ore, due to application o f the thin-w alled steel
tubes, the steel tube strain decreases sharply after peak loads. However, the strengthening
o f CFST w ith tie bars or binding bars is not only an inconvenient method, but also m akes
the internal structure o f the com posite rather com plex resulting in the concrete casting and
curing quality damage. Also, the steel tube w ith longitudinal stiffeners is able to buckle
locally near the upper end. This can be due to the fact that load is not perfectly applied to
be evenly distributed across the cross-section at the ends o f the stiffened CFST.
To improve the values o f strength and ductility o f the CFST colum ns, a new stiffening
scheme is proposed. The steel tube w ith the inclined stiffener ribs at the top, the m idships
and the bottom has been developed to ensure free buckling. The self-com pacting concrete
(SCC) m akes it possible to provide the thorough concrete flow to fill the gaps, and it
requires no additional vibration for com paction in the strengthened CFST [9, 10]. Due to
excellent flow ability and easy workability, the stiffened specim ens can be made easily and
com pacted w ell to ensure the concrete casting quality. Therefore, this paper presents two
© W. LIANG, J. F. DONG, S. C. YUAN, Q. Y. WANG, 2017
140 ISSN 0556-171X. Проблемы прочности, 2017, N2 1
mailto:apiver@sohu.com
Behavior o f Self-Compacting Concrete-Filled Steel Tube Columns
types o f SCC w ith different strength values to investigate the concrete strength effect on the
m echanical properties o f new CFST columns.
1. E x p e rim e n ta l P rocedure .
1.1. M ateria l Properties. Two types o f SCC w ere tested (Table 1). Slump flow and
U -box tests were used to dem onstrate the filling and segregation resistance ability for such
mixtures. Slump flow testing w ith geom etrical param eters o f 600-750 m m and U-box
filling w ith the height o f m ore than 300 m m [11] together w ith the test results are presented
in Table 2. It is evident that the results are consistent w ith the requirem ents o f SCC use in
the CFST columns.
T a b l e 1
SCC Content (in kg/m3)
Concrete code Water Cement Fly ash Gravel Sand SP
C1 180 365 198 895 720 1.13
C2 169 З85 210 895 720 1.20
T a b l e 2
SCC Properties and Strength
Concrete Slump flow test U-box test f cu
code Diameter (mm) T500 (s) H (mm) (MPa)
C1 658 4.1 344 46.9
C2 620 3.4 323 63.2
The concrete cubes (1 5 0 x 1 5 0 x 1 5 0 m m ) were cured in the m oist cham ber w ith
2 0 ± 2°C. A rather high hum idity o f 95% w as observed in the concrete com pressive strength
testing during 28 days. The concrete strength value w as betw een 40 and 70 M Pa as
expected, w hich is com m on for SCC used in engineering structures [12]. The strength
values for such two types o f concrete are also listed in Table 2.
The steel tubes used for the CFST colum ns are cold-form ed tubes. The steel
m echanical properties were determ ined com plying w ith the Chinese Standard GB2975
[13], w here the tensile strength is 390.0 M Pa, the y ield strength is 300.3 M Pa, the elastic
modulus is 195.4 GPa, and Poisson’s ratio is 0.27.
1.2. Test Specim ens. The typical stiffeners w ith their param eters for each specimen
are illustrated in Fig. 1 and Table 3, respectively. The two angle jo in ts o f every steel tube
w ere welded, and each stiffener w as w elded w ith three welding spots. The param eters o f t s
and w denote the stiffener thickness and width, n denotes the num ber o f the stiffened tube
faces, and a refers to the steel ratio.
The steel sheets w ith the thickness o f 2.0 m m and o f 1.8 m m were used in the
specim ens’ construction. The w idth-to-thickness ratio o f the square tubes was taken as 52,
and the total length o f the specim ens w as 400 mm. The test specim ens were labeled w ith
‘concrete type-stiffening schem e’. In order to determ ine the value o f strength o f the steel
tubes, the bare steel tubes (series ‘C 0’) were also tested (Table 3).
1.3. Test a n d Procedure. A ll the specim ens were m ade and tested under axial
com pressive load. The overall axial displacem ent w as m easured by the two linear variable
differential transducers (LVDTs) that are sym m etrically attached. Six strain gauges were
attached on the external surface o f each CFST to m easure the longitudinal and the
transverse strains. Prior to testing, two steel plates w ith the thickness o f 15 m m w ere placed
ISSN Ü556-171X. Проблемыг прочности, 2Ü17, № І 141
W. Liang, J. F. Dong, S. C. Yuan, and Q. Y. Wang
T a b l e 3
Properties and Test Results
Specimen BX t x L
(mm)
ts
(mm)
n W
(mm)
fcu
(MPa)
a
(%)
N ue
(kN)
C0-F2W10 104 X 2X 400 1.8 2 10 - - 164.5
C0-F2W20 104 X 2X 400 1.8 2 20 - - 155.8
C0-F4W10 104 X 2X 400 1.8 4 10 - - 173.5
C0-F4W20 104 X 2X 400 1.8 4 20 - - 157.9
C1-F2W10 104 X 2X 400 1.8 2 10 46.9 8.45 913.0
C1-F2W20 104 X 2X 400 1.8 2 20 46.9 8.75 877.9
C1-F4W10 104 X 2X 400 1.8 4 10 46.9 8.75 958.7
C1-F4W20 104 X 2X 400 1.8 4 20 46.9 9.34 931.7
C2-F2W10 104 X 2X 400 1.8 2 10 63.2 8.45 897.7
C2-F2W20 104 X 2X 400 1.8 2 20 63.2 8.75 879.8
C2-F4W10 104 X 2X 400 1.8 4 10 63.2 8.75 1037.0
C2-F4W10 104 X 2X 400 1.8 4 20 63.2 9.34 908.2
J L / / / ,
60
20
V / /
(a) F2W 10 (b) F2W 20 (c) F4W 10 (d) F4W 20
400 400
Fig. 1. Stiffening scheme for the specimens tested.
betw een the testing m achine and the specim en ends to avoid the end effect. The strain and
deform ation data were recorded at each load increm ent o f 10 kN.
2. Test R esu lts an d D iscussion.
2.1. F ailure M odes a n d Ultimate L o a d Carrying Capacity. The failure m odes typical
o f the specim ens are illustrated in Fig. 2. The local buckling for the bare steel tubes (series
C0) was observed at both inner and outer surfaces o f the steel tube. It was m ainly visible
betw een the two ends o f stiffeners and the non-stiffened region, except for C0-F2W 10.
This is due to the presence o f the 10 m m w idth stiffener rib that ensures the low er bending
rigidity as com pared w ith the 20 m m w idth one, and the integral rigidity o f the specim en
w ith the two-sided strengthening was lower in com parison w ith the four-sided strengthening
one. For the C1-F2W 20 and C1-F4W 10 specimens, significant deform ation was observed
at the top angle due to stress concentration at the angle o f pressure surfaces that w ere not
polished properly.
142 ISSN 0556-171X. npoÖÄeubi 2017, N2 1
Behavior o f Self-Compacting Concrete-Filled Steel Tube Columns
(c) C2 series
Fig. 2. Failure modes for the specimens.
The test results o f the m axim um loads (N ue) are shown in Table 3. It can be seen that
the ultim ate load carrying capacity o f the bare steel tube specim ens had no evident
difference. However, for the steel tube filled w ith SCC concrete specimens, the ultimate
load carrying capacity has considerably increased. Apparently, according to F2 and F4
types, the com pressive capacities o f the specim ens w ith 10 m m w idth stiffening ribs were
higher as com pared w ith that ones o f the specim ens w ith 20 m m w idth stiffening ribs. This
could be due to the fact that the hardened concrete w as partitioned by stiffeners and, as a
result, its structural integrity was affected. The integrity o f concrete becam e worse w ith the
larger stiffener width. M oreover, the colum ns o f F4 type exhibit better com pressive
properties than that o f type F2. However, there are some specim ens w ith high concrete
strength that causes the low er ultim ate load carrying capacity This m ay be explained by the
early buckling at the outer surface o f the steel tube and the cracks initiation as w ell as
vertical propagation along the welding line, w hich im poses not m uch restriction on the
concrete crushing during testing.
2.2. L oad-D isp lacem en t Curve. The usual load-displacem ent curve can be generally
characterized by three processes: elastic stage, elastic-plastic stage and post peak stage [14].
The C0-F2W 10 and C0-F2W 20 bare steel tubes w ith the tw o-sided stiffening colum ns are
shown to have longer elastic-plastic stage in com parison w ith the C0-F4W 10 and
C0-F4W 20 steel tubes w ith four-sided stiffening colum ns, as shown in Fig. 3a.
For C1 and C2 series specimens, the linear region w as approxim ately developed up to
the 70-80% o f the peak load. The F2 and F4 series specim ens showed the sim ilar load
versus displacem ent results, particularly at the elastic-plastic stage. For the C2-F2W 10
specim ens, the results w ere not evident, w hich m ight be explained by the specim en
discreteness in the testing. The results also show that the w idth o f stiffening ribs has no
drastic effect on the CFST colum ns stiffness, and the internal rigidity is determ ined by the
stiffening scheme.
ISSN Ü556-171X. Проблемыг прочности, 2Ü17, № І 143
W. Liang, J. F. Dong, S. C. Yuan, and Q. Y. Wang
(a) C0 series (b) C1 series
(c) C2 series
Fig. 3. Load-displacement curves of the specimens tested.
2.3. Stra in Response. The strain response results are show n in Fig. 4. It can be found
that the strains o f C1 series w ith the tw o-sided stiffening scheme are m uch larger than the
strains o f C2 series (Fig. 4a and b). However, the results for the specim ens w ith the
four-sided stiffening scheme are quite different, as show n in Fig. 4c and d. B y com paring
the load-stra in curves o f the m axim um plastic deform ation o f the specim ens w ith the
two-sided stiffening scheme, the C1 series is m uch m ore serious than the C2 series. This is
due to the concrete strength o f C1 series w hich is low er than that o f C2 series, w hich leads
to earlier crushing in the C1 concrete.
2500 0 -1 5000 -5000 500 0 1500 0 2 500 0 3500 0
Strain £ (X 10_e)
(d) F4W 20
Fig. 4. Load-strain curves of series of C1 and C2 CFST columns.
-1 5 0 0 0 1 0 0 0 0 -5 0 0 0 0 5 0 0 0 1 0 0 0 0 1 5 0 0 0 2 0 0 0 0
Strain £ ( x 10
(c) F4W 10
144 ISSN 0556-171X. npodxeMbi 2017, N9 1
Behavior o f Self-Compacting Concrete-Filled Steel Tube Columns
The four-sided stiffening specim ens (C2 series) dem onstrate higher ultim ate
deform ation as com pared w ith that o f C1 specimens, w hich is explained by higher stiffness
o f the four-sided stiffening steel tube columns. During testing, the concrete crush for the
specim ens (C1 series) did not induce an outer surface steel deform ation immediately, the
concrete and steel tube could not be well com bined. However, for the specim ens (C2-F4),
the concrete rupture and the local buckling o f the steel tube were observed alm ost at the
same time. Even for the specim ens o f C2-F4 series the elastic-plastic stage took place a bit
earlier, w hich proved better ductility performance than that o f the specimens (C1-F4 series).
2.4. Prediction o f the Ultimate L o a d Carrying Capacity. A few design codes are
taken to calculate the nom inal com pressive capacity o f the unstiffened CFSTs, including
A CI [15], BS5400 [16], EC4 [17]. The equations are expressed as follows:
N a c i = A s f y + 0.85Ac fC , (1)
N B55400 = A s f y + 0.675A cfCu , (2)
N e c 4 = A s f y + A c f'c . (3)
In the above formulas, f cu and f "c = (0 .79 -0 .81 )f cu are the cube and the cylinder
strength values o f concrete, respectively [18], while f y is the steel y ield strength. For
stiffened CFT columns in this paper, A s f y is replaced w ith A s, t f y, t + A s, s f y> s to consider
the positive effect o f the stiffeners. The area o f stiffeners A s s is estim ated as follows:
A , tslsw (4)
s
where t s , ls , and w are the thickness, length and w idth o f the stiffener, respectively, s is
the spacing distance betw een the stiffeners along the specim en axis direction, and n is the
num ber o f the stiffened tube faces.
It can be seen from Table 4 that Eqs. (1 )-(3) show m uch low er ultim ate strength value
o f about 22-40% . This should be due to the fact that the contribution o f the interaction
betw een the steel tube and the concrete is not taken into consideration in these equations.
The com posite action can be described using the confinem ent factor (£) [19]:
A s f y f y= a Z2L (5)
A c fck fck
where A s and A c are the areas o f steel and concrete, a is the steel ratio, and f ck is the
characteristic strength o f the concrete equals to 0.67 f cu for the norm al strength concrete.
For stiffened CFST columns, the ultim ate capacity can be expressed as [8, 20]:
N P A scf scy + A s,sf y,s , (6)
where A sc is the sum o f the cross-sectional zones o f the steel tube and the concrete core,
and f scy is the nom inal average strength o f the com posite structural element. In this paper,
f scy is taken as
fsscy = (175+ 285k )fck, (7)
where к is the coefficient o f axial com pression strength for the stiffened CFT column, which
considers the effects o f confinem ent factor, stiffened scheme and effective concrete core:
ISSN 0556-171X. Проблемы прочности, 2017, Ne 1 145
W. Liang, J. F. Dong, S. C. Yuan, and Q. Y. Wang
k = & n k a , k n = (n/ 2 )0'8 , k a = 0-!ea , (8)
where a = A cor / A c is the coefficient o f the core concrete efficient area. The core concrete
area A cor is taken as the shadow region shown in Fig. 5.
T a b l e 4
Comparison of the Predicted Ultimate Strengths and Test Results
Specimen N ue
(kN)
N ACI
Nue
N BS5400
Nue
N EC4
Nue
N P
(kN)
N P
N ue
DI
C1-F2W10 913.0 0.63 0.62 0.69 776.9 0.85 1.37
C1-F2W20 877.9 0.66 0.66 0.72 757.1 0.86 1.91
C1-F4W10 958.7 0.60 0.60 0.66 877.0 0.91 1.44
C1-F4W20 931.7 0.64 0.63 0.70 838.8 0.90 2.14
C2-F2W10 897.7 0.76 0.75 0.84 979.8 1.09 1.47
C2-F2W20 879.8 0.78 0.78 0.87 960.1 1.09 1.78
C2-F4W10 1037.0 0.66 0.66 0.74 1079.9 1.04 1.67
C2-F4W20 908.2 0.77 0.77 0.85 1041.7 1.15 2.06
(a) F2W 10 (b) F2W 20 (c) F4W 10
Fig. 5. Core concrete of the specimens tested.
(d) F4W 20
A s shown in Table 4, a profound estimate is obtained using m odified Eq. (6), and the
calculated results are consistent w ith the test values and analysis on the ultim ate loads:
F2W 20 < F2W 10 < F4W 20 < F4W 10. N otew orthy is that the prediction values o f C2 series
from Eq. (6) are som ew hat higher. This is due to the fact that the high strength o f C2
concrete w as not fully used before the specim en failure in the process o f testing. Therefore,
the test values are low er than the expected ones.
To determ ine the effect o f stiffeners on the sectional ductility, the ductility index (DI)
is given as follows [21]:
£ 85%
, (9)D I =
y
where £ 85% is the nom inal axial shortening (A/L), w hen there is the decrease to 85% of
the ultim ate load, £ y is equal to £ 75o%/0.75, and £ 75% is the nom inal axial shortening with
75% o f the ultim ate load.
146 ISSN 0556-171X. npo6n.eubi 2017, N2 1
Behavior o f Self-Compacting Concrete-Filled Steel Tube Columns
The results o f D I from Table 4 im ply that the ductility indexes o f C1 and C2 series
increase from 1.37 to 2.14 and from 1.47 to 2.06, respectively, w ith the corresponding steel
ratio increase. Also, the stiffener schemes can have a sharp effect on the ductility value. For
both series, the im provem ents o f the DI o f specim ens w ith 20 m m w idth o f stiffeners are
m uch higher than that ones w ith 10 m m w idth o f stiffeners. For C1 series, the increases o f
D I for the F2W 20 and F4W 20 specim ens are 39 and 56%, respectively, as com pared w ith
F2W 10. Besides, for C2 series, D I is observed to be higher for F2W 20 and F4W 20, 21
and 40%, respectively.
C onclusions. Twelve experim ental tests o f CFSTs subjected to axial load were
perform ed. Four methods, including that one based on the increase o f the w idth o f
stiffeners and the stiffener num ber on each tube face, were used w ith the aim to enhance the
ductility and the com pressive capacity o f the CFST columns. The following conclusions
can be drawn from the investigation:
1. The striking difference betw een the failure m odes o f the CFST colum n and the bare
steel tube colum n under axial com pression w as revealed. It is notew orthy that the concrete
can be in good harm ony w ith the steel tube due to the stiffeners inside. The outer and inner
buckling at the corresponding areas can be avoided using welding stiffeners.
2. N otew orthy is that the concrete strength has no obvious effect on the ultimate
com pressive capacity due to the fact that the welding steel tube could not provide sufficient
strength to confine the inside concrete core. However, the investigation has led us to
conclude that the four-sided stiffening colum ns exhibit higher com pressive strength as
com pared w ith the tw o-sided stiffening ones. M oreover, the com pressive strength o f the
CFST colum ns w ith 10 m m w idth stiffeners was higher in com parison w ith that one o f the
colum ns w ith 20 m m w idth stiffeners due to the larger area o f the concrete core.
3. It is not hard to appreciate that the local buckling o f the stiffening steel tubes w ith
h igh strength concrete was effectively slowed down. The four-sided stiffening columns
dem onstrated m uch higher stiffness and better ductility as com pared w ith the two-sided
stiffening ones.
4. The findings im ply that the effect o f the com posite on the stiffened steel tube and
concrete is not considered using the existing design codes, w hich leads to the prediction
that the ultim ate loads are m uch low er in com parison w ith the ones obtained
experimentally. The m odified form ula w as proposed, and the calculated values were in a
good agreem ent w ith the test results. However, the results are only preliminary. Further
w ork needs to be perform ed to validate the described conclusions.
A cknow ledgm ents. The authors w ould like to thank for the financial support provided
by the N ational N atural Science Foundation o f China (No. 51408382). The first author
gratefully acknowledges the support given by the China Scholarship Council (CSC).
1. B. Y oung and E. Ellobody, “Experim ental investigation o f concrete-filled cold-
form ed high strength stainless steel tube colum ns,” J. Constr. Steel Res., 62, No. 5,
484-492 (2006).
2. J. F. Dong, Q. Y. W ang, and Z. W. Guan, “M aterial and structural response o f steel
tube confined recycled earthquake w aste concrete subjected to axial com pression,”
M ag. Concrete Res., 68, No. 6, 271-282 (2016).
3. F. X. Ding, Z. W. Yu, Y. Bai, and Y. Z. Gong, “Elasto-plastic analysis o f circular
concrete-filled steel tube stub colum ns,” J. Constr. Steel Res., 67, No. 10, 1567-1577
(2011).
4. J. F. Dong, Q. Y. W ang, and Z. W. Guan, “Structural behavior o f recycled aggregate
concrete-filled steel tube colum ns strengthened by CFRP,” Eng. Struct., 48, 532-542
(2013).
ISSN Ü556-171X. Проблемыг прочности, 2Ü17, № 1 147
W. Liang, J. F. Dong, S. C. Yuan, and Q. Y. Wang
5. L. H. Han, W. Li, and R. Bjorhovde, “Developm ents and advanced applications of
concrete-filled steel tubular (CFST) structures: M em bers,” J. Constr. Steel Res., 100,
211-228 (2014).
6. C. S. Huang, Y. K. Yeh, G. Y. Liu, et al., “A xial load behavior o f stiffened
concrete-filled steel colum ns,” J. Struct. Eng., 128, No. 9, 1222-1230 (2002).
7. Y. L. Long and J. Cai, “ S tress-strain relationship o f concrete confined by rectangular
steel tubes w ith binding bars,” J. Constr. Steel Res., 88, 1-14 (2013).
8. Z. Tao, L. H. Han, and Z. B. W ang, “Experim ental behavior o f stiffened concrete-
filled thin-w alled hollow steel structural (HSS) stub colum ns,” J. Constr. Steel Res.,
61, No. 7, 962-983 (2005).
9. H. O kam ura and M. Ouchi, “Self-com pacting concrete,” J. Adv. Concr. Technol., 1,
No. 1, 5 -15 (2003).
10. N. Su, K. C. Hsu, and H. W. Chai, “A simple m ix design m ethod for self-com pacting
concrete,” Cement Concrete Res., 31, 1799-1807 (2001).
11. M. C. S. Nepom uceno, L. A. Pereira-de-O liveira, and S. M. R. Lopes, “M ethodology
for the m ix design o f self-com pacting concrete using different m ineral additions in
binary blends o f pow ders,” Constr. Build. M ater., 64, 82-94 (2014).
12. H. Lu, X. L. Zhao, and L. H. Han, “Testing o f self-consolidating concrete-filled
double skin tubular stub colum ns exposed to fire,” J. Constr. Steel Res., 66, Nos. 8-9,
1069-1080 (2010).
13. GB2975. Test S tandard fo r Steel M aterial [in Chinese], Chinese Planning Press,
Peking (1982).
14. X. Chang, L. Fu, H. B. Zhao, and Y. B. Zhang, “Behaviors o f axially loaded circular
concrete-filled steel tube (CFT) stub colum ns w ith notch in steel tubes,” Thin Wall.
Struct., 73, 273-280 (2013).
15. A C I 318-99. Building Code Requirem ents fo r R einforced Concrete (A C I318-99) and
Commentary (AC I 318R-99), A m erican Concrete Institute, U SA (1999).
16. BS5400-5. Steel, Concrete and Composite Bridges, Code o f Practice fo r the D esign o f
Composite Bridges, British Standards Institution, London (2005).
17. Eurocode-4. D esign o f Composite Steel and Concrete Structures , Part 1-1: General
Rules and Rules fo r B uilding , British Standard Institution, London (2004).
18. L. P. Ye, Concrete Structures [in Chinese], Tsinghua University Press, Beijing
(2005).
19. L. H. Han, G. H. Yao, and Z. Tao, “Perform ance o f concrete-filled thin-w alled steel
tubes under pure torsion,” Thin Wall. Struct., 45, No. 1, 24 -36 (2007).
20. DBJ1351. Technical Specification fo r Concrete-Filled Steel Tubular Structures [in
Chinese], The Construction D epartm ent o f Fujian Province, Fuzhou (2003).
21. Z. Tao, L. H. Han, and D. Y. W ang, “Experim ental behavior o f concrete-filled
stiffened thin-w alled steel tubular colum ns,” Thin Wall. Struct., 45, No. 5, 517-527
(2007).
Received 30. 08. 2016
148 ISSN 0556-171X. npoÖÄeub npounocmu, 2017, N 1
|
| id | nasplib_isofts_kiev_ua-123456789-173592 |
| institution | Digital Library of Periodicals of National Academy of Sciences of Ukraine |
| issn | 0556-171X |
| language | English |
| last_indexed | 2025-12-07T17:41:57Z |
| publishDate | 2017 |
| publisher | Інститут проблем міцності ім. Г.С. Писаренко НАН України |
| record_format | dspace |
| spelling | Liang, W. Dong, J.F. Yuan, S.C. Wang, Q.Y. 2020-12-12T14:42:51Z 2020-12-12T14:42:51Z 2017 Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression / W. Liang, J.F. Dong, S.C. Yuan, Q.Y. Wang // Проблемы прочности. — 2017. — № 1. — С. 140-148. — Бібліогр.: 21 назв. — англ. 0556-171X https://nasplib.isofts.kiev.ua/handle/123456789/173592 539.4 This study outlines the experimental investigation of the steel tube columns filled with selfcompacting concrete under axial compression. The effect of the stiffening arrangements and the concrete strength on the properties of the concrete-filled steel tube columns having stiffeners of different geometric dimensions has been investigated. The failure modes, ultimate loads, stiffness, ductility and strain response of the concrete-filled steel tube columns during the experiment have been analyzed. The results imply that the local buckling of the steel tubes can be delayed by the stiffeners. Moreover, the specimen with the four-sided stiffening arrangement possesses higher stiffness and better ductility as compared with the two-sided one. The test results also demonstrate that the proposed stiffening schemes can improve the ultimate compressive capacity. The predicted ultimate loads have been compared using the existing codes, and the modified formula has been proposed. A good agreement between the theoretical and the experimental results is observed. The authors would like to thank for the financial support provided by the National Natural Science Foundation of China (No. 51408382). The first author gratefully acknowledges the support given by the China Scholarship Council (CSC). en Інститут проблем міцності ім. Г.С. Писаренко НАН України Проблемы прочности Научно-технический раздел Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression Прочность трубчатых колонных конструкций из самоуплотняющегося бетона с наклонными стальными ребрами жесткости при осевом сжатии Article published earlier |
| spellingShingle | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression Liang, W. Dong, J.F. Yuan, S.C. Wang, Q.Y. Научно-технический раздел |
| title | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression |
| title_alt | Прочность трубчатых колонных конструкций из самоуплотняющегося бетона с наклонными стальными ребрами жесткости при осевом сжатии |
| title_full | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression |
| title_fullStr | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression |
| title_full_unstemmed | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression |
| title_short | Behavior of Self-Compacting Concrete-Filled Steel Tube Columns with Inclined Stiffener Ribs under Axial Compression |
| title_sort | behavior of self-compacting concrete-filled steel tube columns with inclined stiffener ribs under axial compression |
| topic | Научно-технический раздел |
| topic_facet | Научно-технический раздел |
| url | https://nasplib.isofts.kiev.ua/handle/123456789/173592 |
| work_keys_str_mv | AT liangw behaviorofselfcompactingconcretefilledsteeltubecolumnswithinclinedstiffenerribsunderaxialcompression AT dongjf behaviorofselfcompactingconcretefilledsteeltubecolumnswithinclinedstiffenerribsunderaxialcompression AT yuansc behaviorofselfcompactingconcretefilledsteeltubecolumnswithinclinedstiffenerribsunderaxialcompression AT wangqy behaviorofselfcompactingconcretefilledsteeltubecolumnswithinclinedstiffenerribsunderaxialcompression AT liangw pročnostʹtrubčatyhkolonnyhkonstrukciiizsamouplotnâûŝegosâbetonasnaklonnymistalʹnymirebramižestkostipriosevomsžatii AT dongjf pročnostʹtrubčatyhkolonnyhkonstrukciiizsamouplotnâûŝegosâbetonasnaklonnymistalʹnymirebramižestkostipriosevomsžatii AT yuansc pročnostʹtrubčatyhkolonnyhkonstrukciiizsamouplotnâûŝegosâbetonasnaklonnymistalʹnymirebramižestkostipriosevomsžatii AT wangqy pročnostʹtrubčatyhkolonnyhkonstrukciiizsamouplotnâûŝegosâbetonasnaklonnymistalʹnymirebramižestkostipriosevomsžatii |